Mechanical properties of steel in PSWC-BARs.
\r\n\tMore than 20 species of Leishmania cause different forms of leishmaniasis that range in severity from skin lesions to systemic infections. The variety of leishmaniasis clinical manifestations are related to the parasite species and to the host characteristics, such as genetic background, nutritional status, as well as immunocompetence, and environmental and social factors of the host.
\r\n\tThe current treatment is still based on pentavalent antimonials, which have been in use for more than 100 years, and like the other drugs used in leishmaniasis treatment, such as amphotericin B, pentamidine, and miltefosine, induce several adverse drug effects.
\r\n\tThese characteristics are associated with the increasing number of cases of resistance to current treatments, immunosuppressed patients, and those with hepatic and renal disorders, showing the necessity for research into new therapy options that are more efficient and non-toxic.
\r\n\tThe book is intended to collect chapters on interdisciplinary approaches covering host-parasite and vector interaction, the immune response of hosts, new molecular pathways for parasite survival and persistence, new drug development, and mechanisms of antileishmanial drugs, as well as control, epidemiology, and vaccine development.
In the last decades there has been a gradual increase of the industrial park in several countries which demands energy, especially electric power. This situation caused a considerable expansion of the sector responsible for generation and distribution of electric power in a very short period of time. The rapid expansion caused a significant increase of generation sources and of distribution branches of electric power which originated enormous and complex agglomerates with interconnections among themselves and with a certain degree of dependence and vulnerability.
\n\t\t\tThis complexity of electric power systems brought up technical needs and technological challenges in order to obtain efficient methods to monitor the variables of the electric quantities which express the operational normality state of the networks. Together with the need of energy production the priority, the sentiment of priority given to the extraction forms and the correct usage of energy by mankind came up. This sentiment brought up new public policies of generation and distribution of electric power. Currently, the laws concerning this issue have concentrated on the supervision of the concessionary companies which are responsible for the provision of electric power, making sure that these companies offer energy with a high-quality level to the consumers. Besides these obligations, the utilities companies also have the need of markets and because of that they have big interest in the modernization of the management, monitoring and control of their power systems. Due to these facts, a huge effort and investment of the concessionary companies in the research are which deals with the quality of electric energy offered to consumers has been verified [1].
\n\t\t\tOne of the indexes which measure the quality of electric power offered to consumers is obtained by the number of outages or failures in the energy distribution of the electric power system (and time length) in a certain period of time. When an electric power system is overloaded, it is possible that its equipments may be disconnected by relays which act as protection, causing the interruption of electric power in certain areas covered by its transmission networks.
\n\t\t\tThat being so, it is very important to research new methods that effectively evaluate the state of outage risk due to overloads in the system because it is extremely important, in order to decrease indexes of energy interruption to consumers, to manage the power loads with permanent monitoring of the distribution lines of electric power. However, in the case of an interruption, it is also fundamental to make decisions quickly and safely in order to reconnect systems after an outage.
\n\t\t\tA typical electric power system can be divided in generation and systems of transmission, sub-transmission and distribution. The transmission system interconnects generating stations to large substations located near load centers generally using aerial electric transmission lines. The sub-transmission system distributes energy to an entire district and usually uses aerial electric transmission lines. The distribution system transports energy from the local substation to individual houses, using aerial or underground transmission lines [7]. A typical electric power system can be seen in Figure 1.
\n\t\t\t\tSimplified picture of a typical electric power system.
A typical transmission system has three phase conductors to take the electric current and transport power. Each phase of the transmission line is built with two, three or four parallel conductors separated approximately by 1.5 ft (0.5 m) [3][7].
\n\t\t\tIt is well known that operation failures in an electric power system are unavoidable and there are a large number of reasons why these interruptions happen. This situation is due to the natural conditions of an electric power system in which failures may happen because of internal or external causes, such as consequences of environmental physical phenomena which are beyond the physical specifications of the electric systems or even human error [3].
\n\t\t\t\tThere also is a fundamental limitation on the electricity distribution: with few exceptions, electric power cannot be stored which means that it must be generated as it is demanded. That being so, an electric power system must provide electric power with safety and with acceptable tolerance ranges either for a normal load or for a demand condition of maximum load or of peak [1][2]. Since the demand periods of peak load, due to the several types of industry or to different types of housing, are different from region to region, this natural condition of electricity brings up a problem of generation control and transmission.
\n\t\t\t\tIn certain regions industries can be more productive in certain times of the day and show a drop in demand because of lunch time, so the demanded energy has variations during the day. In highly densely populated regions where there is a lot of night life businesses, the energy demand is larger in the evening and also depends on the day of the week and even on the season of the year.
\n\t\t\t\tBesides this problem particular to each industrial park or city, another factor to consider is the climate of the region where these industries or residences are located. In regions with very hot weather, turning on air conditioning system in the hottest period of the year, the energy demand values are higher in the late afternoon. For regions with very cold weather the energy demand has different effects on the global load of the electric power system because in the coldest period of the year heaters are turned on in the morning and in the evening.
\n\t\t\t\tThese situations of difficult control makes power or demand for electric energy vary and besides, the capacity of a transmission line to transport electric power is limited by physical and electrical parameters of its conductors. In order to avoid interruptions these conductors of electric energy in any load conditions must be sufficient to respond to the demand within limits such that their safety relays will not be activated.
\n\t\t\t\tTransmission lines are subject to environmental adversities including large temperature variations, high winds, storms, etc. Thunders that fall on transmission towers cause high voltages and propagating waves in the transmission lines which usually cause the destruction of isolators and as a consequence of that the protection relays interrupt the power transmission through the networks [7].
\n\t\t\tAccording to what was seen, in an electric power system the loads represented by the electric power consumers, such as electric machines of industries, lighting systems, heating devices of residences and refrigeration systems of businesses, are not static. They are constantly changing, being turned on and off with value variations which may lead to overload. The overloads are outage risks for the whole system because it increases the intensity of the electric current (overcurrent) in the lines and can heat the conductors, increasing their temperature and causing permanent damage with the interruption of energy transmission.
\n\t\t\t\tThe existence of load variations requires precise equipments which adjust the voltage in the line, because the overload causes the voltage outage. The voltage variation can aggravate the electric power system state with emergence of large intensities in distribution branches. Because of that, the decrease value or the voltage outage (under-voltage) and the intensity value of the electric current (overcurrent) are two important risk factors to the monitoring of transmission lines of electric power. That being so, the monitoring of the ranges of voltage outage and of maximum current of an electric power system are used as a diagnosis of overloads. In order to increase the quality index these two factors must be constantly monitored because if they both are out of the ranges specified in their projects the possibility of disconnection of the electric power system will be higher.
\n\t\t\tArtificial intelligence techniques have become necessary to procedures of monitoring, management and control of electric power systems. The current expansion of electric power systems is physically verified by the increase of branches and by the way distribution lines are installed: generators and loads are interconnected with the distribution lines through multiple paths (radial form) and in ring among them. This technique increases the confidence index on the system because the failure of one line does not cause a total failure of the system and can provide the transmission of electric power from other of its branches. Every new technique offers certain advantages, however when a new technique is implemented, there is an increase of the complexity of the electric power system. Because of that there is the need of an efficient protection in which the sector responsible for the energy transmission and distribution as well as the generating sector are controlled in a quick and efficient way in order to keep the power generated according to the charges required. That said so, energy generation must be kept according to the conditions established by the load and comply with the conditions in which the protection systems are capable of prevent failures of the generation equipment due to possible overloads [3][7].
\n\t\t\tRecently, new techniques from artificial intelligence (AI) made possible to connect multiple generating sources of electric power as well as loads to the transmission system. However, although all these new factors make access easier, they may cause problems by destabilizing the system, which requires a sophisticated AI based control to assure capable and efficient control of the generation according to the demand. These actions which modify the operational state of the electric power systems at any time must be controlled in order to provide power transference in a safe and coordinated way.
\n\t\t\tNowadays, the software SCADA is installed in the electric power systems. SCADA stands for Supervisory Control and Data Acquisition and provides in real-time large amounts of information about values related to electric quantities of the electric power system which can be obtained from points of the transmission network. Such quantities are, for example, voltage, current and potency. The information obtained by the SCADA system are used as input for the analysis systems and decision-making [1][8][9]. However, due to the large amount of information received by the control centers, interference and natural failures in the synchronization of the transmission, it is not always that the information brought for analysis by SCADA are complete. Because of that, a databank is created and contains ambiguous, vague and contradicting data. Due to the nature of these data a human operator could be led to make false interpretations or even make wrong decisions which could lead to huge losses and delay of the system restoring [1] with damage to the quality index desired. That being so, it became very urgent to have computational treatment with expert systems dedicated to interpretation, data analysis and the presentation of suggestions as a way of supporting the operation of electric power systems.
\n\t\t\tArtificial Intelligence research oriented to electric power systems has as its goal to find ways of designing new computational tools for the support of decision-making of the team responsible for the correct operational action. However, due to the large number of electric keys (breakers that modify the system’s topology), to variations on the values of loads and to other several factors inherent to an electric power system, there are many difficulties to find efficient ways. The methods which use conventional binary classical logics to analyze data from the electric power system with the capability of offering suggestions for the optimized restoring after a failure has not provide good results. One of the difficulties found in the design of models based in classic logics is its condition of being defined by rigid binary laws which lead to equations which are extremely complex to reproduce models. Besides, these equations almost always lead to a combinatorial explosion. Due to this aspect, in this area of artificial intelligence, projects designed with the goal of analysis and decision-making based in classic logics has found many difficulties. It is verified that the low efficiency showed by these projects which use classic logics comes up when a large amount of data has to be computed. These data almost always have redundancies which bring up incompleteness and contradiction invalidating important information for the analysis. Some classic works use complex algorithms with good results but the computation time is very high making the response time long which is unfeasible in real conditions where an electric power system always demands quick and direct actions in order to avoid bigger damages.
\n\t\t\tThese problems found in classical projects lead to the conclusion that the algorithms based on the concepts of non-classic logics may show a better efficiency in the design of expert systems dedicated to the analysis and treatment of uncertain data originated in complex databanks such as the one of an electric power system.
\n\t\t\t\tBased on these considerations we introduce in this paper a paraconsistent expert system (PES) with algorithms based on the theoretical concepts of the Paraconsistent logics (PL) which is a non-classic logics whose main basic theoretical features is, under certain conditions, to accept contradicting values so that the conflict does not invalidate the conclusions [5][9][10].
\n\t\t\t\tThe paraconsistent expert system (PES) introduced in this work has the role of performing the analysis of the information coming from the electric power system in the sector of energy sub-transmission treating possible contradictions in the information signals. Through the analysis of values of voltage and electric current and the consideration of the states of connection or disconnection of the electric keys in the substations, PES informs about the risk conditions of overload and about the different configuration topologies of the electric power system.
\n\t\t\t\tWhen a failure, that triggers the interruption of the transmission of energy, happens, PES informs the operators of the sub-transmission system how to proceed with the actions for the restoring in an optimized way. Given the real-time monitoring, the analysis that PES performs is based on data before the occurrence of the failure, which allows PES to indicate the best and most efficient sequence of connecting electric keys in the interrupted section. The actions indicated by PES take into consideration the restrictions of load, technical and safety norms due to the conditions imposed to that particular situation.
\n\t\t\tAristotelian or classic logics are called so due to its origin being attributed to Aristotle and his disciples, and its foundations are supported by strict binary principles which can be concisely described by: principle of identity, principle of bivalency, principle of non-contradiction and principle of the excluded middle. Basically, all current technology is built based on the principles of the classic logics. However, due to its binary foundations, it cannot be applied or cannot offer satisfactory responses in some real situations such those where incompleteness and contradiction are expressed.
\n\t\t\tIn order to overcome these difficulties and fulfill the need of satisfactorily model certain conditions of the real world, several logics, which reject some of the classic principles or which accept certain conditions not included in the classic logics, have appeared recently. The special logics are called non-classic and among them there is the paraconsistent logic (PL) which has the main property of being capable of accepting contradiction in its foundations.
\n\t\t\tAmong the several families of paraconsistent logics there is the logics called paraconsistent annotated logics (PAL) [5] which belongs to the class of evidential logics and allows analysis of signals represented by annotations [5][9][11]. In its representation each annotation µ belongs to a finite lattice τ which assigns values to its corresponding propositional formula
For the PAL each evidence degree µ from its representing lattice, whose value varies from 0 and 1 in a closed interval of real numbers, assigned to the proposition
The paraconsistent annotated logics with annotation of two values (PAL2v) is an extension of the PAL and to each propositional formula
An evidence degree (μ) which is favorable to proposition
The annotation composed by two evidence degrees (μ,λ) gives proposition
The PAL2v can be studied with the unitary square of the Cartesian plane (USCP) as shown in Figure 2 where, through linear transformations, values on the two representing axes of a lattice similar to the one associated with the PAL2v.
\n\t\t\t\tLattice of four Vertexes.
Doing so, we can write paraconsistent equations on the lattice in which terminologies and conventions are established [5] around paraconsistent logical states attributed to proposition
According to the language of the PAL2v we have:
\n\t\t\t\ta) Unitary Square in the Cartesian Plane (USCP). (b) Lattice κ with another system of coordinates with values.
The first coordinate of the transformation (1) is called
The first coordinate is a real number in the closed interval [-1,+1]. The x-axis is called “
The second coordinate of the transformation (1) is called
The second coordinate is a real number in the closed interval [-1,+1]. The y-axis is called
Since the linear transformation T(X,Y) shown in (1) is expressed with evidence Degrees μ and λ, from (2), (3) and (1) we can represent a Paraconsistent logical state ετ into Lattice τ of the PAL2v [3], such that:
\n\t\t\t\tor
\n\t\t\t\twhere: ετ is the Paraconsistent logical state.
\n\t\t\t\tDC is the Certainty Degree obtained from the evidence Degrees μ and λ.
\n\t\t\t\tDct is the Contradiction Degree obtained from the evidence Degrees μ and λ.
\n\t\t\t\tSince the Paraconsistent logical state ετ can be anywhere in the lattice τ, the real Certainty Degree DCR can be obtained as follows:
For \n\t\t\t\t\t\t
For \n\t\t\t\t\t\t
where: \n\t\t\t\t\t\t
For DC=0 we consider the undefined Paraconsistent logical state with: DCR\n\t\t\t\t\t
We compute the resulting evidence Degree which expresses the intensity of the Paraconsistent logical state ετ by:
\n\t\t\t\twhere:
\n\t\t\t\t\n\t\t\t\t\t\n\t\t\t\t\t\t
\n\t\t\t\t\t\n\t\t\t\t\t\t
Representation of a Paraconsistent Logical State in to Lattice.
With the considerations here presented we can compute values using the equations obtained from the analysis and interpretations of the paraconsistent logics PAL2v where a paraconsistent analysis system receives information signals in the form of values of evidence degrees which vary from 0 to 1.
\n\t\t\t\tThrough the algorithms, a paraconsistent analysis system can be built and it is capable of offering a satisfactory response from information extracted from the databank of uncertain knowledge. In this work we use 3 types of algorithms based on the PAL2v according to the following descriptions.
\n\t\t\t\tThe paraconsistent system for treatment of uncertainties may be used in many fields of knowledge where incomplete or contradictory information will receive an adequate treatment through the equations of the PAL2v. For this, the signals which will represent the evidence in relation to the proposition in analyses must be normalized and all the processing will be done in real closed interval between 0 and 1 [9].
\n\t\t\t\t\tThis process for modelling the evidence degrees with linear variation can be made in its simpler form with the algorithm that will be described in the next section [13-15].
\n\t\t\t\t\tGraphical representation of the extraction of the Evidence Degree Algorithm - with characteristics of directly proportional variation.
\n\t\t\t\t\t\t
\n\t\t\t\t\t\t
\n\t\t\t\t\t\t
Depending on the proposition to be analyzed and on the physical properties of the quantities from which the evidences are extracted, the variation between the maximum and minimum values at the extraction of the evidence degrees can be different such as: linear and inversely proportional characteristic, exponential characteristic, logarithmic characteristic, etc. In these cases, the equations of item 3.5.2.4 are modified according to the mathematical equation of the variables which express the characteristic line or curves used in the discourse universe.
\n\t\t\t\tThe main PAL2v Algorithm used in paraconsistent analyses is the PAN- Paraconsistent Analyzer Node. In an Intelligent system that works with Paraconsistent Logic some PANs are linked forming uncertainty analysis networks (PANnet) for signal information treatments [14][15][16].
\n\t\t\t\t\tThe element capable of treating a signal that is composed of one degree of favorable evidence and another of unfavorable evidence (μ1a, μ2a), and provide in its output a Resulting Evidence Degree, is called basic Paraconsistent Analysis Node (PANb).
\n\t\t\t\t\t\t\n\t\t\t\t\t\t\tFigure 6(b) shows the representation of a PANb with two inputs of evidence degree:
\n\t\t\t\t\t\tμ1 = favorable Evidence Degree of information source 1.
\n\t\t\t\t\t\tλ = unfavorable Evidence Degree, where: λ = 1 – μ2\n\t\t\t\t\t\t
\n\t\t\t\t\t\tμ2 is a favorable Evidence Degree of information source 2.
\n\t\t\t\t\t\tFinite Lattice of PAL2v and Symbol of the Paraconsistent Analyzer Node - PAN.
A lattice description uses the values obtained by the equation results in the Paraconsistent Analyzer Node Algorithm [3][13][14] that can be written in a reduced form, as follows:
\n\t\t\t\t\t\t\n\t\t\t\t\t\t\t
μ */ favorable evidence Degree 0 ≤ μ ≤ 1
\n\t\t\t\t\t\tλ */ unfavorable evidence Degree 0 ≤ λ ≤ 1
\n\t\t\t\t\t\t\n\t\t\t\t\t\t\t
\n\t\t\t\t\t\t\t
\n\t\t\t\t\t\t\t
\n\t\t\t\t\t\t\t
If
Or else go to the next step
\n\t\t\t\t\t\t\n\t\t\t\t\t\t\t
\n\t\t\t\t\t\t\t
\n\t\t\t\t\t\t\t
\n\t\t\t\t\t\t\t
Do S1 = DCR\n\t\t\t\t\t\t
\n\t\t\t\t\t\t\n\t\t\t\t\t\t\t
\n\t\t\t\t\t\t\t
Do S1 = μER and S2= Dct\n\t\t\t\t\t\t
\n\t\t\t\t\t\t\n\t\t\t\t\t\t\t
The Systems with the Paraconsistent Analysis Nodes (PAN) deal with the received signals through algorithms, and present the signals with a real evidence Degree value in the output [3].
\n\t\t\t\t\tThe Paraconsistent Algorithm Extractor of Contradiction effects (
The hypothesis of extraction of the effects of the contradiction has as principle that; if the first treated signals are the most contradictory and then the result of the paraconsistent analysis will converge for a consensual value.
\n\t\t\t\t\tIn his typical operation the
The figure 7 shows the representation of the algorithm Extractor of Contradiction effects that uses a network of three PANs.
\n\t\t\t\t\tParaconsistent Algorithm Extractor of Contradiction effects (ParaExtrctr).
The description of the
\n\t\t\t\t\t\t
Gμ= (μA, μB, μC,..., μn ) */Evidence Degrees 0 ≤ μ ≤ 1*/
\n\t\t\t\t\t\n\t\t\t\t\t\t
μmaxA= max (μA, μB, μC,..., μn )
\n\t\t\t\t\t\n\t\t\t\t\t\t
μmaxA= μsel\n\t\t\t\t\t
\n\t\t\t\t\t\n\t\t\t\t\t\t
μminA= min (μA, μB, μC,..., μn )
\n\t\t\t\t\t\n\t\t\t\t\t\t
1 – μminA= λsel\n\t\t\t\t\t
\n\t\t\t\t\t\n\t\t\t\t\t\t
μR1 = μsel\n\t\t\t\t\t\t
7. Increase the obtained value μR1 in the group in study, excluding of this the two values μmax and μmin, selected previously.
\n\t\t\t\t\tGμ= (μA, μB, μC,..., μn, μR1) – (μmaxA, μminA)
\n\t\t\t\t\t8. Return to the item 2 until that the Group in study has only 1 element resulting from the analyses.
\n\t\t\t\t\tGo to item 2 until Gμ = (μER)
\n\t\t\t\tAn expert system is designed and developed to attend a certain and limited application of human knowledge. Moreover, equipped with an information base, it must be capable of providing a decision based on justified knowledge. Doing so, the algorithms which compose the computational programs of the expert system need to represent knowledge from the domain they have to analyze and assist the user in solving problems.
\n\t\t\tThe precision of the results depends on the capability of knowledge acquisition and transference methods of this information through a computational language which can be accordingly treated and on returning a consistent response.
\n\t\t\tFollowing this model, the application of the paraconsistent logics PAL2v in the analysis of electric power systems is done with the reception of data corresponding to the values of voltage and current captured by the SCADA system where they are normalized in order to be adjusted to the concepts of the PAL2v. These signals receive adequate treatments by the PAN algorithms in their normal configuration or interconnected, composing networks of blocks which extract the contradiction effects building a paraconsistent logical model related to the risk state of overload on the system.
\n\t\t\tParaconsistent logical model composed by risk evidence degrees obtained with values of current and voltage captures in the real electric power system.
According to the paraconsistent expert system (PESPAL2v) the real electric power system in operation owns its paraconsistent logical model based on evidence degrees whose propositions are related to states of outage risks by overloading.
\n\t\t\tFigure 8 shows the paraconsistent logical model composed by risk evidence degrees configured by the real electric power system.
\n\t\t\tThe operation of the PESPAL2v starts when there is the occurrence of a contingency or failures with electric power outage. This is when the algorithms of the Paraconsistent Expert System receive data for analysis of pre-failure states which were stored in the SCADA system database. This allows the PESPAL2v to check the risk degrees of overloading with measures of voltage and current before the occurrence. The verification of the resultant evidence degrees detects with a certain evidence degree which branch of the power network had a high overloading degree risk before the occurrence.
\n\t\t\t\tThis pre-failure analysis offers conditions such that at the time of contingency we can compare the obtained evidence degree of overloading risk with the risk state that the system had in the condition previous to the event. So, it is possible, through the results from the comparative analysis between the two moments and the condition of the topology of the electric network in its area affected by the contingency that the PESLPA2v can do the most convenient adaptation of maneuvers to be applied to the optimized restoring of the electric power system.
\n\t\t\t\tAccording to the results of the comparisons among the evidence degrees of overloading risk, the analysis of the paraconsistent expert system PESPAL2v will suggest control actions to the restoring of the electric power system based in three states of the sub-transmission system [13].
\n\t\t\t\tThese analysis procedures can be seen on Figure 9.
\n\t\t\t\tFlowchart of the analysis states in the process.
Pre-failure – consists in the analysis of the sub-transmission system in operation.
Post-failure – consists in the analysis of the sub-transmission system at the instant of the contingency.
Restoring – consists in the analysis of the sub-transmission system after the contingency.
The paraconsistent analysis in the PESPAL2v is based on the configurations of the PANs where the paraconsistent logical signals are extracted from measured values of voltage and electric current. The PAL2v analysis is performed with applied paraconsistent logical signals with annotations composed of evidence degrees related to 5 partial propositions.
\n\t\t\t\t\tThe two first analyze the tension outage and overcurrent at the measurement points and generate evidence degrees related to the existence of overloading in the sub-transmission network. They are:
\n\t\t\t\t\tPp1: There is overcurrent in the electric power network
Pp2: There is sub-voltage in the electric power network
Next, through the PANs algorithms, the paraconsistent analysis with the degrees of sub-voltage and overcurrent generated by this initial analysis which result evidence degrees, now related to the annotation of the object proposition:
\n\t\t\t\t\tPo: There is the risk of drop by overload in the electric power network.
For the decision-making about the optimized restoring of the sub-transmission system after a contingency, PESPAL2v still analyzes other two propositions related to the restrictions and the topology of the power network:
\n\t\t\t\t\tPo1: There are restrictions of loads in the electric power network.
Po2: The network topology is ideal for the current situation.
That being so, the sequence of maneuvers which are offered to the operation will be conditioned directly to the configuration of topologies, technical norms and restrictions which involve the area of the sub-transmission system of the power network affected by the contingency.
\n\t\t\t\t\tThe classification performed by the paraconsistent analysis network (PANet) generates a resulting evidence signal whose value will define the type of operation and sequences of restoring closest to the ideal, given the conditions of the sub-transmission system.
\n\t\t\t\t\t\n\t\t\t\t\t\tFigure 10 shows the pre-failure analysis with its partial propositions which generate the evidence degrees for its object proposition and whose result will be used for the post-failure analysis.
\n\t\t\t\t\tRepresentation of the pre-failure analysis with its partial prepositions which generate evidence degrees for the post-failure analysis.
The project of PESPAL2v starts with the definition of the methods of acquisition of data through the evidence degree extracting algorithms with the goal of generating the paraconsistent logical signals for the analysis network composed of algorithms based on the PAL2v.
\n\t\t\tThe first task to be performed by the paraconsistent expert system PESPAL2v is the acquisition of values of measurements performed in the system so that the overload risk levels can be detected. For this purpose, we use the data available in the SCADA (Supervisory Control and Data Acquisition) system which, in this phase, has to receive several types of measurements from the field.
\n\t\t\t\tThe SCADA system is responsible for the interface between the measurements of electric quantities and the communication network interconnected to the analysis systems.
\n\t\t\t\tThe measurements required by SCADA and stored into database are performed by the remote stations RTU (Remote Terminal Units) and / or by signal capturing devices IED (Intelligent Electronic Devices). In the practice due to the unbalancing of loads, errors in measurements performed by SCADA and other factors which influence the electric system, it is verified that the amplitude values of quantities of interest (voltage and current) are different among the three phases of the transmission line.
\n\t\t\t\t\tThis condition shows that the measured values bring contradiction levels among them right from the origin. So, in order to obtain reliable values in the signal treatment of the Paraconsistent Expert System -PESPAL2v, the primary values receive an initial treatment of contradiction extraction.
\n\t\t\t\t\tConsidering this condition, the extracting block of primary signals uses algorithms capable of extracting evidence degrees and of extracting contradiction effects, as shown on Figure 11.
\n\t\t\t\t\tBlock diagram which extracts primary evidence signals related to the sub-voltage and overcurrent on the measurement point.
The maximum and minimum values of the discourse universe of the evidence degree extracting algorithm are particular to each load connected to the corresponding breaker at the substation of the electric power transmission line.
\n\t\t\t\t\tThe evidence degree extracting system receives the three values of voltage (or current) corresponding to the three phases of the line (RST) which are transformed in evidence degrees by a normalization defined by the interest interval or discourse universe. After this first process, the three resulting values pass through a contradiction effect extracting algorithm which outputs a unique resulting evidence degree.
\n\t\t\t\tPESPAL2v’s project was carried out in order to perform analysis of overload risks through the applications of the algorithms of the PAL2v on monitoring essential points available at the operating substations of the sub-transmission electric system.
\n\t\t\t\t\tThe buses that interconnect the several equipments installed at a substation such as transformers, electric keys and breakers of the sub-transmission system are points where voltage and current can be measured for each one of the loads interconnected by the breakers. In an operating substation a sub-voltage evidence degree and an overcurrent evidence degree are extracted from each breaker which activate loads at an operating substation.
\n\t\t\t\t\tBased on these values, the modules composed by the algorithms of the PAL2v verify the state of that point with respect to tension decreasing and excess of current intensity which together contributes to the increase of the overload risk at the point measured. After the extraction of the evidence degrees of sub-voltage and overcurrent from the load breaker, these two signals become input to a contradiction effect extracting algorithm outputting an evidence degree of overload risk at the measurement point.
\n\t\t\t\t\t\n\t\t\t\t\t\tFigure 12 shows the evidence degree of overload risk extracted from a measure point of the breaker (Load 16) of a typical substation of the sub-transmission system.
\n\t\t\t\t\tOverload Risk degree extraction from the breaker of load 16.
The operating substation seen on the figure 12 is composed by two buses shown horizontally where a total of 16 load control breakers are interconnected. Each breaker controls its correspondent load and are sources of extraction of evidence degrees for the paraconsistent analysis. In each one of the two buses there are 8 load breakers combined, however when a disconnector or electric key is open, it separates two buses with 4 breakers for each one.
\n\t\t\t\t\tOther breakers which control the feeding of the input transformers of the substation and the capacitor bank are also measurement points from where the evidence degrees of overload risk at the operating substation.
\n\t\t\t\tThe extracting module of resulting risk evidence degree uses the contradiction effect extracting algorithm so it can receive
\n\t\t\t\t\tFigure 13 shows a general diagram of capture of the resulting evidence degree of a bus at a typical operating substation shown in the previous picture which is composed by four breakers.
\n\t\t\t\tThrough amplitude signals of the quantities received by the extraction modules of primary signals, and the signal which represents the state of the breaker key, each breaker has its evidence degree of risk which will be treated by the final module, resulting in a unique value of evidence degree of overload risk on the buses.
\n\t\t\tUsing contradiction effect extracting blocks a paraconsistent logical model of operating substation can be created encompassing the evidence degree of overload risk of all possible points to be monitored.
\n\t\t\t\tIn the typical operating substation the goal is to obtain the degree of overload risk generated by the four buses. So, from the models of the main devices installed in a typical substation, a paraconsistent modeling for the whole substation was designed.
\n\t\t\t\tFirst the overload risks at a typical substation were classified in four types:
\n\t\t\t\tRisks of overload on the buses (µEbus).
Risks of load transfer (µETRANS).
Risks of overload on the secondary windings (µESeC).
Risks of overload on the primary windings (µEPRIM).\n\t\t\t\t\t\t
The resulting evidence degree of overload risk of the substation is then obtained by the paraconsistent analysis performed among these four values extracted from the model.
\n\t\t\t\tDiagram of capture of evidence degree of risks from a typical bus of a substation.
After obtaining the evidence degree of overload risks the model for restoring control was developed. This model has as its goal to analyze and present optimized restoring procedures for the transmission of electric power after a contingency.
\n\t\t\t\tThe restoring of an electric power system is a very complex procedure because it involves several activities which include: steps for previous study until steps of decision-making under intense emotional stress by the operators. The goal of the restoring control is to carry out the prompt restoration of the electric power system taking it to the condition of normal operation, where the load is attended and the operating limits are observed.
\n\t\t\t\t\tIn the practice the reconnection procedure must be carried out by taking several precautions in order to suit all restrictions which take the new system state to a better level than that one which caused the disconnection. In order to start the actions of the restoring control, it is necessary to have full knowledge of the current situation of the electric system. The most important items which must be in the knowledge base of the model are:
\n\t\t\t\t\tKnowledge about the part of the electric power system which was disconnected.
Knowledge about the parts of the electric power system which were affected by the failure.
Knowledge of the source and cause of the disconnections, detecting what caused the disconnection with the best precision possible.
Knowledge of the existence of real conditions for the reconnection with the verification of the following situations:
If the source of the failure is a permanent failure that prevents from reconnecting.
If the disconnection happened from previously established emergency control actions. In this case the electric power system is known to have programmed “islands” which will make the restoring process easier.
If there are previously established control actions. This is a situation which happened when the emergency control takes the energy system to a condition known by previous studies.
The restoring plans have detailed actions by means of operation instructions which must be carried out by the operator in order to reconnect the electric power system. The strategy of these plans is based on the division of the procedures in steps in order to obtain a larger decentralization of the recomposition actions. In the development of the Paraconsistent Expert System - PESPAL2v, the model of restoring control was designed to present actions based on the evidence degrees of overload risks obtained by the paraconsistent analysis on several points of the electric power system.
\n\t\t\t\tThe reconnecting maps were done based on operational norms and restrictions of each substation and sequences of optimized restoring were established taking into consideration the values of risk degrees of overload before and after the contingency.
\n\t\t\tThe paraconsistent expert system PESPAL2v was implemented to carry out analysis of the types of disconnection through information received by codes of the SCADA system and add this information to the restoring plan of the electric power system of an area being studied belonging to the AES-Eletropaulo Company which is an electric power concessionary company of Brazil.
\n\t\t\tThe prototype was implemented on JAVA platform and tests with real values, which were extracted from the electric power lines of an area considered as a pilot and were stored in a history database, were carried out.
\n\t\t\tThe project was in its first version developed so that the prototype PESPAL2v performs off-line, however, with the information and data from events which represent real situations occurred in the area under study in the years 2007 and 2008. The pilot area, where the PESPAL2v was tested with respect to its action analysis of overload risk and suggestions for the restoring, is composed by three OSs (operating substation), twelve TDSs (transformation and distribution station), twelve STCs (station of transformation to the consumer), three CBEs (capacitor bank station) and several aerial and underground lines.
\n\t\t\tThe decision-making process of the SEPPAL2v was designed through the acquisition of knowledge from the operators responsible for the electric operation in this area. When a contingency occurs, SEPPAL2v receives the evidence degrees of overload risk through its paraconsistent logical model, performs a diagnosis and activates a flowchart with later available resources in performing the emergency maneuvers in the AES-Eletropaulo electric network considered as pilot.
\n\t\t\tInitially a large amount of data of the SCADA system related to that period was modeled to prepare the signals which are input to the prototype PES PAL2v. The data stored in the SCADA system were modeled by creating two databases: the database of quantity values which will be called Database 1 and the database of alarms which will be called Database 2, as shown in Figure 14.
\n\t\t\t\tInitial data modeling diagram of the SCADA system.
\n\t\t\t\t\t
After the data modeling of the SCADA system database 1 stores information about, besides those which identify the substation, breakers and other equipment and their measurements of amplitude of tensions and currents. The detections are so that in a time interval(Δt) PESPAL2v is provided with measurements of intensities of currents in each load of the substation and the measurements of amplitude of tension on the buses in each stage of the load feeding, secondary an primary windings of the transformers.
\n\t\t\t\tDatabase 1 provides data for risk analysis that are the intensity of current of loads on the three buses (IA, IB, IC) and the amplitudes of tension of the bus on the three phases (VR, VS, VT). These values receive a paraconsistent logical treatment by PESLPA2v such that the contradiction effects are decreased or totally excluded. Such contradictions are due to measurement mistakes inherent to the SCADA system. This treatment of the primary signals is performed by the special modules of capture and modeling.
\n\t\t\t\t\n\t\t\t\t\t
After the data modeling of the SCADA system database 2 stores information about, besides those which identify the substation, breakers (and other equipment), and types of classification of the alarms occurred in the events. The detections are so that in a time interval (Δt) PESPAL2v is provided with the types of alarms that occurred in the installed component in the substation including the action of the relay keys (RC) with the types which classify the activated alarm: CR1, CR2 or Crbus.
\n\t\t\t\tDatabase 2 provides data for two purposes:
\n\t\t\t\t\n\t\t\t\t\t
\n\t\t\t\t\t
\n\t\t\t\t\tFigure 15 shows the signal flow where Database 1 and 2 are related with the modules of risk analysis, previewing and diagnosis.
\n\t\t\t\tSignal flow between Database 1 and 2 and modules of paraconsistent analysis.
The decision-making module receives three types of signals: the values of intensities of the currents of the load (I) directly from Database 1; the values of the evidence degrees (μER) from the paraconsistent analysis of overload risk; and signals from Database 2 related to the alarm types of occurrences. The analysis of these three signals results a diagnosis which activates a flowchart of restoring plan and the interaction with the user to find the best way to carry out the system restoring.
\n\t\t\t\tBased on the flowchart the steps for the restoring are following according to the diagnosis made based on the analysis which encompasses the classification of the alarm type, the values in engineering units of the measurements of currents and tensions, the risk evidence degrees obtained by the paraconsistent analysis carried out.
\n\t\t\tPES PAL2v has working screens where one can check the efficiency of the installed paraconsistent algorithms and the monitoring on each essential point of the substation.
\n\t\t\t\t\n\t\t\t\t\tFigure 16 below shows the values exposed on the screen of a typical substation (called “
Working screen: significant values obtained from the Substation
All the procedures for the analysis were carried out by the algorithms which were based on the PAL2v whose signal treatment considers normalized values, that is, values in the closed interval [0,1] of real numbers. In order to obtain previewing values in units of engineering, recovering the approximate values of current intensity and voltage, it is necessary to perform a denormalization process of the obtained values.
\n\t\t\t\tThe application of the Paraconsistent Expert System - PESPAL2v in this version can work in two modes according to the user: “Analysis” mode and “Training” mode. These two modes are described in what follows.
\n\t\t\t\ta) When the “Analysis” mode is selected, the Paraconsistent Expert System - PESPAL2v performs the analysis of overload risks, outputs the values of the risk degrees, current intensity and the breakers which are off. Next, the system interacts with the user and suggests optimized procedures for reconnecting. The suggestions are done in an interactive way through descriptions, visualization of the flowchart of the reconnecting maps and other restriction graphs.
\n\t\t\t\tb) When the mode “Training” is selected, the Paraconsistent Expert System - PESPAL2v will simulate the failure and step by step will present details about the procedures of the reconnecting flowchart. In order to begin the process the user has to inform the application the name of the substation he or she wants to simulate.
\n\t\t\t\tWhen this information is input, the application shows on the reserved space at the left of the screen the unifilar representation of the selected substation. The next step is the user’s action which selects the breakers which will be simulated as “off” in order to configurate a type of failure occurrence.
\n\t\t\t\tWhen the simulation process is started the application, based on the breakers selected as “off” by the user, detects the type of alarm (CRs) which represents the disconnections and performs a search on the substation’s database for the date that such failure occurred.
\n\t\t\t\tWhen the date of the occurrence is detected the application activates the networks of paraconsistent analysis obtaining the evidence degrees of overload risk and other specific information together with the first suggestions from the flowchart of the reconnecting map.
\n\t\t\t\tThe interactive process is similar to the one presented in the “Analysis” mode: the suggestions and actions already determined by the flowchart will be step by step presented until the end of the optimized reconnecting. Doing so, the training is totally performed from real data of failure occurrences represented by values stored in the database.
\n\t\t\t\t\n\t\t\t\t\tFigure 17 shows a screen of an operating substation in its unifilar diagram with all available values obtained by the paraconsistent analysis. A menu, where restoring sequences of the electric power system after a contingency, is shown to the user.
\n\t\t\t\tAnalysis screen – Unifilar diagram and menu with information generated by PESPAL2v.
In this work it was shown that the paraconsistent logics has a great capability of application in technological processes with the aim to solve complex problems. The Paraconsistent Expert System - PESPAL2v was designed with an analyzing block of contingency which is capable of computing the risk degrees of outage by overloading of the electric power system. Moreover, given such occurrence, it is also capable of analyzing the conditions and of offering a list of sequences of optimized restoring for the operation.
\n\t\t\tCurrently the expert system built with the PAL2v is being used to assist operation and training of operators at the operational substations of the electric power system of the AES-Eletropaulo – electric utility in Brazil. In the practice the paraconsistent expert system PESPAL2v has shown to be an efficient tool, with which the user understands and accepts the reasoning methods used in the problem solving, since paraconsistent logics are more intuitive and has algorithms with simple structure. Generally speaking, it reached the following goals:
\n\t\t\tAssist the operator in the selection of the main control actions at the time of the restoring.
Outline and implement restoring plans based on the operational state of the electric system.
Show the restoring state in its optimized form.
Together to the above three main features, we can add three more:
\n\t\t\tPromote the operators’ training.
Optimize the restoring process.
Detect “islands” – areas that due to disconnection remained isolated.
In operation, the PESPAL2v has shown to be computational software where the modulation parameters are easy to adjust and the analyzing block of contingencies is adapted to provide resulting information in a satisfactory way. It was tested under several conditions using real values which were stored into a database for 12 months.
\n\t\t\tThe sub-transmission system which was tested was composed of 12 substations where it was possible to modify and test several topological configurations. Under all tested conditions, PESPAL2v showed good results and responded well to various situations in comparison to previous situations which were also stored into database.
\n\t\t\tThe prototype application build in this first phase leave the necessary conditions fulfilled, so that the analysis process can be automatically started for the online implementation, topic which is for future projects. In this case, the alarms activated due to failures at the substations whose data were stored in the database, will start the application so that the analysis phases of the process are started in real-time. Under these conditions PESPAL2v will with no doubt a very useful tool to the operation of the electric power system.
\n\t\t\tWith this work it was shown that an expert system can be built with the algorithms of the paraconsistent logics and is capable of performing its fundamental task of analyzing contradicting information. Moreover, it is also capable to clearly show the user the reasoning methods it is using, so that the user can interact with the system with high confidence degree.
\n\t\tReinforced concrete is the number one medium of construction, in which reinforcing bar (rebar) is one of the two component elements; the other element being concrete.
\nIt was in the mid-nineteenth century when builders in different countries experimented with concrete, reinforced with steel elements of different types.
\nEasy availability of the component materials, easy formability, rigidity, strength, safety and durability of reinforced concrete construction made more and more people interested in such constructions.
\nPlain round bars of mild steel became the standard rebar.
\nThe time-dependent performance of concrete structures, reinforced with such bars, set the standards of performance in the context of durability.
\nBesides the external elements, e.g., water/moisture, oxygen, carbon dioxide, chlorides, sulphates, alkalis, and other deleterious materials, which can have destabilizing effects on concrete constructions, it cannot be overlooked that the intrinsic properties of the two principal constituent materials, viz., concrete and rebars, have much to do with durability of reinforced concrete; Kar [1].
\nBesides concrete and rebar, “bond” between concrete and rebar, though not a material by itself, and though no one buys it or pays for it like they buy or pay for concrete and rebar, is a property that is no less important than concrete and rebar are in the context of reinforced concrete construction.
\nVery little consideration has been given to what leads to good “bond”, and what can prevent “bond” between concrete and reinforcing elements. Also important can be the selection of an appropriate percent elongation, better still, ductility, of the material of the rebar.
\nIn the context of “bond” and its influence on the performance of reinforced concrete, Kar [2] has suggested three terms, viz., “bond”, “effective bond” and “engagement”. While the last two are synonymous, that cannot be said of “bond”.
\nKar [2] has shown that the quality of “engagement” between rebar and concrete can greatly influence the performance of reinforced concrete elements and structures.
\nBuoyed by the performance of reinforced concrete, with plain round bars as rebars, engineers thought of making reinforced concrete constructions more economical by using rebars of higher strength steel.
\nGradually, many different types of round reinforcing bars were introduced; Abrams [3].
\nForgetful of earlier unsatisfactory experiences in the nineteenth and early twentieth century with bars, having different types of protrusions on the surface, engineers decided that the use of high strength steel would be possible by increasing the bond between rebar and concrete by providing ribs on the surface of such rebars.
\nPlain round bars of mild steel thus gave way to rebars of high strength steel wherein the bars are characterized by the presence of ribs on the surface (\nFigures 1\n and \n2\n). Ribbed bars were introduced in the belief that ribbed surfaces would increase bond between rebars and concrete.
\nTypical cold twisted deformed (CTD) rebar, with lugs and protrusions on the surface and stresses beyond yield on the entire body, which replaced plain round bars starting the decade of the 1960’s.
Typical high strength TMT rebars with surface deformations, which replaced plain round bars starting the decade of the 1960’s.
The provision of ribs on the surface of rebars of high strength steel was facilitated in 1947 by ASTM International [4] publishing ASTM A305, that provided Specifications on rebar deformation patterns.
\nContrary to the beliefs and expectations that (a) the presence of ribs on the surface of rebars of steel would increase the “bond” between rebars and the surrounding concrete, and (b) there would be no detrimental effect of the ribs on the performance of concrete constructions, which may be reinforced with ribbed rebars, the presence of ribs on the surface of rebars may create void spaces, at isolated locations, between rebars and concrete, thereby decreasing “bond”. However, the wedge action of ribs, together with the reduced “bond”, may (or may not) lead to an increase in the “engagement” between rebars and concrete.
\nNo thought was spared as to the likely consequences the use of bars, with surface deformations or ribs, could have on the long term performance, or even on the immediate performance and load-carrying capacities of reinforced concrete constructions; Kar [1, 2, 5].
\nEngineers and manufacturers of rebars blindly followed the lead of ASTM International. The Bureau of Indian Standards (BIS) in India published the Standard IS 1786 on High Strength Deformed Steel bars and Wires for Concrete Reinforcement --- Specification [6].
\nThough plain round bars, as in IS 432 (Part I) [7], and Grade A bars in IS 2062 [8] were available, gradually plain round bars gave way to ribbed bars where the strength of steel in rebars was increased artificially by twisting the bars beyond yield at a cold state, giving rise to CTD bars (\nFigure 1\n).
\nWith time, manufacturers of rebars in India and elsewhere adopted the technique of increasing strength through the centuries-old practice of quenching, couched in diplomatic language as thermomechanical treatment, giving rise to TMT bars (\nFigure 2\n).
\nDuring the last sixty years or so, almost all reinforced concrete constructions worldwide have been with ribbed rebars of high strength steel, whether of the CTD or TMT type or not.
\nThe time-dependent performances of concrete structures (\nFigures 3\n–\n5\n), reinforced with these later day rebars, failed to match the time-dependent performance of concrete structures, which were reinforced with plain round bars of mild steel.
\nDistress in staging of overhead water reservoir due to corrosion in rebars.
Abandoned hospital building a decade after construction in the new township of Salt Lake City, Kolkata.
Typical distress in ground level columns caused by rust in ribbed TMT bars in a 10 year old building in Kolkata.
The relatively poor performance of concrete structures since the introduction of high strength rebars, with surface deformations, has caused worldwide concern.
\nThere had to be reasons, and the reasons were not unknown; Alekseev [9, 10], and Kar [1, 5, 11, 12, 13, 14, 15, 16, 17]. But engineers and manufacturers of rebars paid no heed.
\nThe rebars, with surface deformations, are today covered by the Indian Standard IS 1786 [6] for high strength deformed steel bars. The Standard covers both CTD and TMT bars. ASTM International in the USA published quite a few Specifications on ribbed rebars of high strength steel. The most commonly used rebars are covered in ASTM A615/A615M [18].
\nIn terms of durability, the structures may be adversely affected because of the inability of concrete to stand up to the external elements, e.g., chlorides, sulphastes, etc. or even to water as its presence may permit alkali-silica reaction in concrete in certain cases.
\nMost often, the durability of concrete constructions is adversely affected by corrosion in the steel rebars in the case of reinforced concrete (\nFigures 3\n\n–\n\n6(h)\n and \n(i)\n), and by corrosion in the wires and strands of steel in the case of prestressed concrete.
\nA collection of plain bars free from rust and ribbed CTD and TMT bars with various stages of corrosion.
Though less frequent, corrosion in ribbed rebars (\nFigure 2\n), used as secondary reinforcement in prestressed concrete constructions, can trigger unacceptable conditions of distress in prestressed concrete constructions.
\nThe focus here is on rebars and durability of reinforced concrete constructions, as influenced by rebars.
\nFollowing the use of ribbed bars of high strength steel, the world has seen a significant fall in the long term performance of reinforced concrete constructions. Sights of decay and distress in concrete constructions, reinforced with ribbed rebars of steel, became inescapable (\nFigures 3\n–\n5\n) within years of their construction.
\nA 1999 survey of bridges and buildings of reinforced concrete construction in the public domain in and around Kolkata, India revealed that while none of the structures, built since the 1940s with plain round bars of mild steel, showed any sign of distress, all the structures built with ribbed bars (\nFigure 1\n) in the 1970s and 1980s were showing signs of distress; Kar [11].
\nIn a 1991 article in ACI Materials Journal, American Concrete Institute, Papadakis, Vayenas and Fardis [19] wrote: “The last two decades have seen a disconcerting increase in examples of the unsatisfactory durability of concrete structures, specially reinforced concrete ones.”
\nSixteen years later in 2007, Swamy [20] from UK was more forthright in his expression when he wrote in the Indian Concrete Journal: “The most direct and unquestionable evidence of the last two/three decades on the service life performance of our constructions and the resulting challenge that confronts us is the alarming and unacceptable rate at which our infrastructure systems all over the world are suffering from deterioration when exposed to real environments.”
\nAn analysis of the observations by Papadakis et al. [19], by Swamy [20] and by others leads to the recognition that the relatively poor performance of reinforced concrete constructions followed the start of use of ribbed rebars of high strength steel.
\n\n\nFigure 5\n shows typical conditions of concrete columns, reinforced with ribbed rebars (\nFigure 2\n), ten years after the construction of a building in Kolkata. All the columns at the ground level of the building suffered a similar fate.
\nThe findings of the 1999 survey as well as the structures in \nFigures 3\n–\n5\n show clearly that compared to concrete structures, reinforced with plain round bars of mild steel, concrete structures, reinforced with ribbed bars of medium strength and high strength steel, reach states of distress much earlier.
\nThis excessive corrosion in ribbed rebars of carbon steel suggests that the susceptibility of ribbed rebars to corrosion at accelerated rates is an intrinsic nature of ribbed rebars of carbon steel.
\nHowever, there had been hesitation by engineers in recognizing that today’s ribbed bars were highly susceptible to corrosion at accelerated rates, and this excessive corrosion in today’s rebars is due to.
the damages caused to the ribs at the time of provision of ribs on the surface
the damages caused to the ribs at the time of transportation and handling of rebars
the presence of ribs on the surface of today’s rebars.
The hesitation to recognize ribs as a principal cause of excessive corrosion in rebars led not only to the continued condemnation of all new reinforced concrete constructions to early decay, distress and failure, but also to ASTM International, BIS and such other organizations publishing multiple Specifications/Standards on rebars as imagined solutions to the problem of early distress in reinforced concrete constructions, e.g., ASTM International publishing A775 [21] for epoxy coated ribbed bars, and on its failure to solve the problem, ASTM International A955/A955M for Deformed and Plain Stainless Steel Bars [22], and when that did not work, ASTM International published A1055 [23] for zinc (first coat) and epoxy (2nd coat), which too has serious limitations, as epoxy coating prevents the all-important “bond” with concrete (\nFigures 7\n and \n8\n).
\nConcrete easily separates from epoxy coated rebars under vibratory loading conditions whereas all structures are required to resist vibratory loads due to earthquakes; separation led to failure of buildings.
The bond between epoxy coated rebar and concrete will be negligible, as seen in a column; the ribs on the surface of rebars engage the concrete up to a limit and that too when the loading is monotonous; absence of bond led to lower load-carrying capacity.
The lack of “bond” can have serious consequences: (a) cracks in structures (\nFigure 6(g)\n), (b) lowered load carrying capacities (Kar [2]), and (c) chunks of concrete falling (\nFigure 9\n) or even structures collapsing (\nFigure 7\n).
\nA view of the deck of the Jogeswari flyover in Mumbai seven years after construction; concrete separated from rebars with poor bond qualities.
Like epoxy coated bars, stainless steel bars too fail to solve the problem, as ribbed bars of stainless steel too may corrode under conditions of exposure of concrete structures to chlorides, and additionally such bars may not bond or may not bond well with concrete.
\nFailing to recognize that the problem of early distress in today’s reinforced concrete constructions is due to the use of ribbed rebars of steel as in the Indian Standard IS 1786 [6], BIS published the Indian Standard IS 13620 [24] for Fusion Bonded Epoxy Coated Reinforcing bars.
\nJust as BIS failed to recognize that the problem of early distress in reinforced concrete constructions started with the use of ribbed bars as in IS 1786, BIS also failed to recognize that, as cautioned in SubSection 5.6.1 of its Standard IS 456 [25], epoxy coated bars would not bond with the surrounding concrete, whereas the availability of the required “bond” is an essential requirement for reinforced concrete.
\nSimilarly, as ASTM International published Specifications on epoxy coated bars and stainless steel bars, without a recognition or understanding of the basic cause(s) of early distress in reinforced concrete constructions of recent decades, and the significance of “bond” between rebars and the surrounding concrete, BIS in India followed suit by publishing the Indian Standard IS 16651:2017 on High Strength Deformed Stainless Steel bars and Wires for Concrete Reinforcement Specification [26].
\nThe story is the same in many other countries.
\nIt is recognized here that:
corrosion in rebars is greatly influenced by the intrinsic nature of the particular rebars; e.g., stainless steel bars will not generally corrode whereas mild steel and medium tensile steel bars will corrode, and high tensile strength steel bars with higher carbon contents will corrode more and at faster rates
the surface conditions/features on the rebar influence the rate of corrosion; the provision and the presence of ribs, as in bars conforming to IS 1786 [6] and ASTM A615/A615M [18] lead to acceleration in the rate of corrosion; Alekseev [9, 10], and Kar [1, 5, 12]
the manufacturing process influences the rate of corrosion; by stretching/stressing the bars beyond yield, the CTD process leads to corrosion at accelerated rates; the TMT process too hastens corrosion due to stresses from quenching effort; Alekseev [9, 10], and Kar [1, 5, 11, 12].
It has been recognized earlier that the problem of early distress in reinforced concrete structures started showing up following the start of use of steel reinforcing bars with ribs on the surface.
\n\n\nFigure 6(d)\n shows the start of corrosion at the ribs of TMT bars.
\n\n\nFigure 6(c)\n shows corrosion all over the surface of relatively fresh ribbed TMT bars.
\nThe four bottom bars in \nFigure 6(b)\n show the start of corrosion preferentially at the ribs of untwisted ribbed bars while the four top bars show corrosion all over the surface of the ribbed bars as a consequence of stressing the bars beyond yield.
\nThese show that:
the provision and presence of ribs invite corrosion
high stresses, specially stresses beyond yield, lead to corrosion at accelerated rates.
It cannot be overlooked that the ribs were provided out of a perceived necessity of improved “bond” between rebar and concrete when the rebars were upgraded from low-carbon to medium carbon or high carbon steel for higher strength. The truth is that the presence of ribs on the surface of rebars decreases “bond” between rebars and concrete. But the ribs may provide greater resistance to longitudinal movement of the bars relative to the surrounding concrete. Also, as found in the preceding, the ribs encourage corrosion in rebars; Alekseev [9] and Kar [1, 5].
\nWhether of the CTD or TMT type, or not, the reasons for ribbed bars of carbon steel being intrinsically susceptible to corrosion at accelerated rates are:
residual stresses develop at the bases of ribs during the manufacturing stage
cracks or surface damages, which trigger corrosion, may develop at the ribs at the time of manufacture, during transportation and handling
nominal stresses in ribbed rebars under load are enhanced in keeping with the phenomenon of stress concentration due to the presence of ribs or cracks
additional stresses develop in ribs in a loaded structure due to the wedge action of such ribs against surrounding concrete
the sum-total of stresses and strains in Items 1 to 4 approach or reach yield stress or strain levels
the rate of corrosion increases with increasing stress levels; the rate accelerates as the stress or strain approaches yield levels, and the surface becomes unstable once at or beyond yield, whereupon the bars become incapable of being passivated and consequently the process of corrosion becomes unstoppable; Kar [1].
The CTD and TMT processes are in violation of the inherent nature of steel to be ductile and to protect itself; Kar [1].
\nThese CTD and TMT bars of high strength steel have another shortcoming to contend with: “The effect of stresses on corrosion is reflected more distinctly in the mechanical characteristics of the reinforcement, specially of high-strength steels with low ductility.” [[10], pp. 203–204].
\nOn the basis of extensive work in Russia, Alekseev [10] commented on the above scenario thus: “the durability of reinforcement specimens with a stepped (deformed) profile may be roughly an order less than that of smooth specimens since the former have stress concentrators on the surface at the bases of projections, which represent sites of preferential formation of cracks.” [[10], pp. 221–222].
\nThe preceding explains the reasons behind the intrinsic susceptibility of ribbed bars of steel to corrosion at accelerated rates.
\nIt is the effect of this high susceptibility of ribbed bars to corrosion that led to the observations by Papadakis et al. [19] and Swamy [20], and to the types of early distress in reinforced concrete constructions, as depicted in \nFigures 3\n–\n5\n.
\nIt has been recognized that rebars with surface deformations corrode excessively, leading to concrete constructions with such rebars reaching states of distress early.
\nThe obvious solution to the problem would have been to use plain round bars as in the past. But engineers, having used in design and construction rebars of medium strength and high strength steel over the decades, would not like to go back to the use of rebars of steel having yield strength of 40 to 50 percent of the yield strength of steel in today’s rebars.
\nTwo options are available.
\n\n
In recognition of the fact that the problem of early distress, cited in the preceding, resulted primarily from a combination of two factors:
extra susceptibility (compared to that of plain round bars of mild steel) of ribbed bars, high yield strength deformed bars, and ribbed CTD and TMT bars to corrosion
availability of a moist environment inside concrete
The concept of making concrete structures durable through surface protection in the nature of waterproofing treatment is gradually gaining ground in the USA and in other countries, and BIS, in recognition that concrete constructions with ribbed bars, as in IS 1786 [6], required extra protection against corrosion in the rebars, made waterproofing treatments a requirement for durability. SubSection 8.2.1 of IS 456:2000 [25] partly reads: “The life of the structure can be lengthened by providing extra cover to steel, by chamfering the corners or by using circular cross-section or by using surface coatings which prevent or reduce the ingress of water, carbon dioxide or aggressive chemicals.”
\nIt needs to be noted here that the provision of waterproofing treatments to concrete structures became essential because of the failure of the ribbed CTD and TMT bars, conforming to IS 1786 in India, ASTM A615/A615M [18] in the USA or bars conforming to similar other Standards/Specifications in other countries, to make concrete structures as durable as those used to be when the rebars had plain surfaces, and high strengths in the rebar materials were not achieved through the highly detrimental processes of cold twisting beyond yield as in the case of CTD bars (\nFigure 6(b)\n) or through quenching/thermal hardening/thermomechanical treatment as in the case of TMT bars (\nFigure 6(c)\n and \n(d)\n).
\nKar’s [16, 27, 28] art of making reinforced concrete structures durable through the provision of waterproofing treatment on the surface of such structures is an indirect way of solving the problem that was or that is invited with the use of the potentially damaging ribbed rebars of high strength steel, that was encouraged by ASTM International, BIS, ISO and such other organizations, which recommended and permitted the use of ribbed rebars, with or without the added processes of (a) cold twisting, as in CTD bars, or (b) quenching as in TMT bars, in the false belief or hope that concrete structures, reinforced with such bars, would be at least as durable as concrete structures of earlier era, which were reinforced with plain round bars of mild steel.
\nThough surface protection systems have worked pretty well, it does have the following shortcomings:
this additional treatment requires additional project time and expenditure
the materials used, and the specifications followed, may not be appropriate
there can be shortcomings in workmanship
such external treatments may be damaged or may have limited life spans, requiring repeat treatment
it does not solve the problem of excessive corrosion on the surface of rebars prior to concreting (\nFigure 6(c)\n and \n(f)\n), leading to reduction or total loss of bond between rusted rebars and concrete whereas the availability of competent “bond” between rebars and the surrounding concrete is a pre-requisite for successful performance of reinforced concrete construction.
In spite of these shortcomings, it is essential that all concrete structures, reinforced with ribbed rebars of steel, as in IS 1786 [6], ASTM A305 [4] or conforming to other Standards, be provided with surface protection in the nature of waterproofing treatment; Kar [12, 13, 16, 27, 28].
\n\n
A better solution to the problem of early distress in reinforced concrete constructions with conventional rebars of medium strength and high strength steel would be to use plain round bars as it used to be before the 1960s or 1970s.
\nThat would have solved the problem of excessive corrosion in rebars, and that would have made reinforced concrete constructions as durable as such constructions used to be in the past.
\nBut the problem is that the requirement of much longer development/anchor length might not have permitted the use of plain round bars of medium strength and high strength steel.
\nWith the innovative concept of PSWC-BAR, Kar [14] provided a direct solution (at no added effort or cost) to the problem of early distress in concrete constructions with ribbed rebars of high strength carbon steel. PSWC-BAR was initially named as C-bar.
\nKar [5] explained why PSWC-BAR is the most ideal rebar for reinforced concrete constructions.
\nThe use of PSWC-BAR, at no added effort or cost, not only solves the problem of early distress in reinforced concrete constructions through several-fold enhancement of life span of such constructions, it also enhances several fold the ductility and energy-absorbing capacity of reinforced concrete constructions; Kar [2].
\nThe several-fold enhancement of life span, at no added effort or cost, has the effect of lowering the life cycle cost of reinforced concrete construction to a fraction of what it is today.
\nThe use of PSWC-BAR increases load-carrying capacities of reinforced concrete elements, and through the several-fold enhancement of life span, the use of PSWC-BAR minimizes the harmful effects of construction on the environment and the global climate through considerable lowering of the need for the manufacture of cement, steel, etc. Kar [29].
\n\n
PSWC-BAR of steel, characterized by plain surface and gentle wave-type configuration
PSWC-BAR, because of the absence of ribs or any other special surface feature, if made of the same steel, will not corrode more than conventional plain round bars would do.
\nPSWC-BAR, because of its gentle wave-type configuration, enhances “effective bond”, i.e., “engagement” between rebar and concrete; Kar [2]. Tests on beams and columns at different universities have shown that, among all types of rebars, PSWC-BAR, with its wave-type configuration, provides the best “engagement” between rebar and concrete, leading to significant enhancement of the various positive attributes of reinforced concrete; Kar [2, 17, 30, 31] and Varu [32].
\nWhile the test for loose rust and bond, or say, loss of bond, may lead to disqualification of most or all ribbed bars, conforming to IS 1786, and such other Standards, numerous tests on beams and columns have consistently shown that among rebars of steel, the use of PSWC-BAR, free from the ill effects of ribs, and if manufactured as Grade A of Hot Rolled Medium and High Tensile Structural Steel, as in IS 2062 [8], or conforming to appropriate Standards for plain round bars, can lead to the best load-carrying capacities, ductility and energy-absorbing capacity; Kar [2], indicating thereby that the “effective bond” is the best in the case of PSWC-BARs.
\nBesides these big fundamental differences between today’s ribbed bars, as in IS 1786, and PSWC-BARs (\nFigure 10\n) as in IS 2062 [8], there lies the undisputedly stark difference between the very poor time-dependent performances (durability) of concrete structures, reinforced with ribbed bars, as in IS 1786 [6], ASTM A615/A615M [18] and such other Standards/Specifications elsewhere and the time-dependent performances of concrete structures, reinforced with hot rolled plain round bars with wave-type configuration, which are characteristic of PSWC-BARs.
\nThere are various other advantages of using PSWC-BAR as rebars in reinforced concrete construction. A comparison of the load–displacement plots in \nFigure 11(a)\n and \n(b)\n show clearly that:
because of several fold higher ductility and energy-absorbing capacity, the use of PSWC-BARs as rebars has the potential to prevent structural failures and catastrophes during earthquakes
because of several times higher deflection (displacement) of flexural elements, there can be visible warnings before failure, thereby saving lives.
load-carrying capacities of reinforced concrete elements increase when PSWC-BARs are used.
Ductile response of beam reinforced with PSWC
Recommended mechanical properties of PSWC-BAR for durable and earthquake resistant concrete constructions are provided in \nTable 1\n.
\nSl. No. (1) | \nProperty (2) | \nFe 415 (3) | \nFe 500 (4) | \nFe 550 (5) | \n
---|---|---|---|---|
i) | \nyield stress | \n415.0 | \n500.0 | \n550.0 | \n
ii) | \nyield stress | \n500.0 | \n600.0 | \n660.0 | \n
iii) | \nY/Yspecified ratio1\n | \n1.02–1.2 | \n1.02–1.2 | \n1.02–1.2 | \n
iv) | \nTS/ Yspecified ratio2\n | \n≥ 1.15 - ≤ 1.40 | \n≥ 1.15 - ≤ 1.40 | \n≥ 1.15 - ≤ 1.40 | \n
v) | \nElongation, percent, | \n20.0 | \n16.0 | \n12.0 | \n
Mechanical properties of steel in PSWC-BARs.
Note: 1) Y/Y specified ratio refers to ratio of actual yield strength to specified yield stress of the test piece.
\n2) TS/Y specified ratio refers to ratio of tensile strength to specified yield stress of the test piece.
Additional Note: 1) The steel shall be suitable for welding processes.
Kar [5, 14, 15, 16, 17] has written extensively on PSWC-BAR, and, encouraged by the many benefits, which the use of PSWC-BARs can provide, students at different universities have written a number of theses on the relative performances of concrete elements, reinforced with PSWC-BARs and conventional rebars.
\nBond between rebars and their surrounding concrete is of utmost importance in the context of reinforced concrete.
\nThis bond, when adequately developed, permits composite response of reinforced concrete through effective transfer of forces between concrete and rebar. Any reduction in bond, below a certain level, will lead to a reduction, or in extreme cases, a total loss of load-carrying capacities of the constructed structures, as it happened during the Bhuj earthquake on 26 January 2001 when three buildings, reinforced with epoxy coated bars, collapsed 300 kilometers away in Ahmedabad, India (\nFigure 7\n).
\nIn the case of plain rebars of mild steel or carbon steel, when free from the damaging effects of the ribs as well as the CTD and TMT processes, there will be chemical bond between the mortar in concrete and the hard adherent products of very limited corrosion on the steel material, as in the cases of plain round bars of mild steel or, better still, PSWC-BARs, conforming to plain round rods of Grade A of structural steel in the Indian Standard IS 2062 [8], in which case the rods are given the wave-type configuration (\nFigure 10\n) at the end of the rolling mill process; Kar [14].
\nSimilarly, PSWC-BARs can be made to conform to provisions in existing Standards/Specifications for plain round bars in other countries. Alternatively, Standards may be specifically prepared for PSWC-BARs.
\nThe chemical bond between the mortar in concrete and the hard and adherent products of corrosion on the surface of PSWC-BARs develops shear capacity at the interface of concrete and the rebar for the transfer of forces, through shear, from concrete to rebars.
\nIn the context of reinforced concrete, this is the “bond” engineers have been familiar with.
\nThis should suggest that, technically speaking, there can be no “bond” between concrete and a painted surface, like the surface of an epoxy coated bar (\nFigure 8\n), or similarly between concrete and a stainless steel bar.
\nThe same situation can develop if there will be loose rust on the surface of rebars as in the case of ribbed CTD or TMT bars (\nFigure 6(f)\n), as in IS 1786, which are the most widely used rebars in India.
\n\n\nFigure 6(g)\n shows that the loss of bond rendered the reinforcement, that was provided for load-carrying requirements, insufficient even as minor temperature reinforcements, and thereby led to the development of through-the-thickness shrinkage cracks in the shear walls even though it was a well-engineered project, except that, as per conventional practices in India, ribbed bars, as in IS 1786 [6], are used without the required scrutiny for “bond”, that is set in SubSection 5.6.1 of IS 456 [25].
\nThis is what happened in the case of the ribbed TMT bars in \nFigure 6(f)\n even when the bars were manufactured by a leading manufacturer of rebars and other products of steel in India.
\nThere is more to “bond”.
\nIt is recognized that manufacturers/sellers of epoxy coated and stainless steel bars may not agree to the suggestion that there is no “bond” between epoxy coated or stainless steel bars and the surrounding concrete.
\nIn the absence of any reliable test method to measure “bond” or bond strength in the cases of ribbed bars, engineers too tend to agree with manufacturers and sellers of epoxy coated and stainless steel bars, and they might even suggest that their tests have shown that the bond strength of epoxy coated bars is sixty percent or even eighty percent of that of uncoated bars.
\nThe observations by engineers may be right, but their claims on “bond” are wrong. There are various reasons for it.
\nThere is generally no “bond” between concrete and epoxy coated or stainless steel bars (\nFigures 7\n–\n9\n).
\nAny resistance to pull-out forces in the case of epoxy coated ribbed bars or ribbed stainless steel bars is essentially due to the wedge action of ribs embedded in concrete.
\nIn the present context of bond, the epoxy coating on fusion bonded epoxy coated bars, as in IS 13620 [24], ASTM A775 [21], ASTM A934/A934M [33], ASTM A1055 [23] and similar Standards/Specifications on epoxy coated bars in other countries can be thought of as “coats of paints” as noted in SubSection 5.6.1 of IS 456 [25].
\nRecognizing that coats of paints, like loose rust, oil, etc. could destroy or at least reduce “bond”, IS 456, the basic reinforced concrete code of practice in India, has put words of caution in SubSection 5.6.1 of its Section
In construction with fusion bonded epoxy coated rebars in India or elsewhere, no sand blasting or other treatment is provided so as to meet the requirements set in IS 456 or in any other document, and so as to ensure that there would be competent and adequate bond between such bars and the surrounding concrete.
\nIt is possible that in recognition of this reality, IS 456 in its Section
Though IS 456, the basic Indian Standard for reinforced concrete construction, does not approve of the use of epoxy coated bars as in IS 13620 [24] and stainless steel bars as in IS 16651 [26], such bars, which do not bond with concrete, with attended shortcomings in the performance of concrete constructions, do find use in reinforced concrete constructions in India and elsewhere.
\nIn a series of tests by Varu [32] on thirtythree reinforced concrete columns at Nirma University in Ahmedabad, India, nine columns were reinforced with epoxy coated bars; of which three columns were with epoxy coated plain round bars, three columns were with epoxy-coated ribbed TMT bars of the type in IS 1786 [6], and three columns were with epoxy coated PSWC-BARs.
\nThere is no suggestion that PSWC-BARs and conventional plain round bars may ever be given epoxy coating for protection. But in the test program these bars too were given epoxy coating just to have a more comprehensive understanding of the influence of surface coating (see SubSection 5.6.1 of IS 456 [25]) on load-carrying capacities and “bond” or “engagement”.
\nThe full details will be found in the thesis by Varu [32]. The observations can also be found in a few articles; Kar [2], and Kar, Dave and Varu [30].
\nAmong other observations, it was observed:
unlike in the cases of the twentyfour columns with uncoated rebars of different types, there were clear indications at the failure region of all the nine columns with epoxy coated rebars that there was no bond of concrete/concrete mortar with the epoxy coated bars. A typical case is seen in \nFigure 8\n.
the epoxy coated bars led to failure of the columns at loads which were less than the loads at which the other similarly constructed, but with uncoated bars of same/similar manufacture had failed. It appeared that the coated bars did not participate in sharing loads on the columns; Kar et al. [30].
In the absence of any bond, the use of epoxy coated and stainless steel bars will lead to under-performance of reinforced concrete elements; Kar et al. [30] and Kar [2], and the use of such bars can lead to unacceptable consequences during vibratory loads (\nFigure 10\n), specially during earthquake events (\nFigure 8\n), as it happened when several multi-storey buildings in Ahmedabad collapsed on 26 January 2001 during the earthquake at Bhuj 300 km away.
\nThe failures occurred due to separation between epoxy coated rebars and the surrounding concrete (\nFigure 7\n).
\nThese should be proof enough that any claim of 60–80 percent “bond” between epoxy coated bars and concrete is wrong.
\nThis should suggest that all concrete structures which were constructed with fusion bonded epoxy coated rebars, are suspect. In other words,
the margin of safety in structures with epoxy coated ribbed bars is less than what it may be thought to be as per conventional design; Kar [2] suggested modification to current design practices by considering the “effective bond” or “engagement” instead of assuming that there is competent “bond” between epoxy coated rebars and concrete.
all concrete structures, reinforced with epoxy coated bars, remain specially vulnerable against vibratory loads, including earthquakes, as evidenced in the failure of structures in Ahmedabad during the Bhuj earthquake of 26 January 2001.
In the cases of rebars, with ribs on the surface, where a certain amount of resistance to slippage is available, it is partly due to “bond” and partly due to the interlocking of the ribs with the surrounding concrete. From an engineering point of view, this resistance to slippage may preferably be referred to as “effective bond” or “engagement”, instead of “bond”.
\nThus, though in the context of reinforced concrete, engineers have traditionally used only one term, i.e., “bond”, and though in the context of reinforced concrete, where the rebar is a conventional plain bar of mild steel or carbon steel (\nFigure 6(a)\n), the use of the term “bond” may not create any confusion, the terms “effective bond” and “engagement” may be the more appropriate terms in the case of ribbed bars (\nFigures 2\n and \n6(b)\n and \n(c)\n) and PSWC-BARs (\nFigure 10\n), ribbed stainless steel bars, ribbed epoxy coated bars, polymer coated glass fiber reinforced bars, etc.
\nIn the case of a PSWC-BAR, devoid of ribs or any other surface feature, there will be the “bond” on the entire surface, and in addition, the wave pattern along the length of the bar will provide physical resistance to slippage. The sum total of the “bond” and the “physical resistance” in the case of a PSWC-BAR can be termed as “effective bond” or “engagement”.
\nTests on numerous reinforced concrete beams and columns, with reinforcing bars of different types, at different universities have consistently shown that “the effective bond” or “engagement” is the highest in the case of PSWC-BARs, leading to the highest load-carrying capacities as well as several hundred percent higher ductilities and energy-absorbing capacities compared to the cases of conventional bars without the wave-type configuration; Kar [2].
\nIn the context of reinforced concrete, there should thus be a recognition of “effective bond” or “engagement”, and a clear understanding of “bond”.
\nFor similar reasons, the use of the term “engagement” will hopefully avoid a false belief that there is bond between stainless steel bars and the surrounding concrete, and it will hopefully avoid the type of collapses of reinforced concrete bridges and buildings that Ahmedabad was witness to during the earthquake of 26 January 2001, 300 kilometers away at Bhuj (\nFigure 7\n).
\nThere are instances where chunks of concrete fell down from bridge decks which were constructed with ribbed TMT bars as in IS 1786 [6]. \nFigure 9\n shows one such example.
\nIt should help put a stop to the use of not only the conventional epoxy coated bars, as in IS 13620 [24], but also to bars where the top coat is with epoxy as in ASTM A1055 [23], and also to stainless steel bars as in ASTM A955/A955M [22] and IS 16651 [26], as, unlike in the cases of low carbon steel bars, stainless steel bars will not develop a thin layer of strong adherent rust on their surface for bonding with mortar in concrete.
\nAlso, these bars stand in the way of composite response of concrete and the embedded bars, because of which even the capacity to carry static loads would be less than those which would have been arrived at on the basis of conventional design practices; Kar et al. [30] and Kar [2].
\nIn the context of bond, besides the information provided hereinabove, Kar [14] had suggested that in the case of ribbed bars, coarse aggregates could in places rest on/against neighboring ribs (\nFigure 12\n), thereby blocking mortar from bonding with rebars, and also preventing passivation of rebars at such isolated locations. The void spaces aid the cause of corrosion.
\nBarrier effect of ribs, lugs and protrusions on the surface of ribbed rebars of steel preventing cement mortar from coming in contact with rebar.
In their tests, Mohammed, et al. [34] too observed void spaces beneath ribbed bars, resulting in higher rates of corrosion in ribbed bars than in the case of plain bars.
\nWhether in India or abroad, it has been the practice to assume that the use of ribbed bars provides the required bond between such bars and the surrounding concrete.
\nThough the presence of ribs on the surface of bars decreases the “bond”, when compared to the cases of plain bars, the presence of ribs on the surface of bars may in some cases increase the “engagement”.
\n\n\nFigure 6(g)\n presents a case where the absence of “bond” led to a decrease in the “engagement” between rebar and the surrounding concrete.
\nTo start with, ribs were provided on the surface of rebars of high strength steel with an intent to increase bond between such rebars and concrete. This act boomeranged as it led to an acceleration in the rate of decay in reinforced concrete constructions.
\nThe high strength in steel was/is gained in some cases either through the twisting of the bars beyond yield at a cold state or through quenching. The provision and the presence of the ribs, coupled with the twisting beyond yield or the quenching, lead to corrosion at unacceptably accelerated rates on the surface of the rebars; Alekseev [9, 10], and Kar [1, 5, 11, 12, 13, 14, 15, 16, 17] (\nFigure 6(b)\n and \n(f)\n), resulting in reduction or total destruction of the “bond” (\nFigure 6(g)\n). While the immediate effect of the destruction of “bond” is visible in \nFigure 6(g)\n, the long term effects are visible in \nFigures 3\n–\n6(h)\n and \n(i)\n.
\nBesides questionable “bond”, the ribbed CTD and TMT bars, as in IS 1786 [6], meant for use as rebars in reinforced concrete construction, may not be permitted to be used as rebars, as because, such bars, with high susceptibility to corrosion at accelerated rates, will in many or most cases, fail the qualification test for rebars which have been set in SubSection 5.6.1 for reinforcement in IS 456 [25].
\nAn example will be found in \nFigure 6(g)\n where it is seen that in the construction of six 48–52 storeyed buildings at a site, the shear walls, which in the absence of columns, were reasonably reinforced, developed through-the-thickness shrinkage cracks, about a metre apart as excessive loose rust on ribbed TMT bars (\nFigure 6(f)\n), prevented/destroyed “bond” between concrete and the highly rusted fresh rebars.
\nVisits to construction sites revealed that easily visible through-the-thickness shrinkage cracks in new constructions were very common. This lack of “bond” can lower the load-carrying capacities of such constructions.
\nThe bars, conforming to IS 1786, were thus unfit for construction, at least in the light of the requirements in SubSection 5.6.1 of IS 456.
\nIn the face of all the problems of insufficient “bond” in the case of ribbed rebars of high strength steel, epoxy coated ribbed bars, ribbed bars of stainless steel, and unacceptably high rate of corrosion in rebars, conforming to IS 1786, PSWC-BAR of medium tensile and high tensile steel (\nTable 1\n), conforming to IS 2062 [8], or to any other appropriate Standard/Specification for plain round bars of carbon steel of high strength steel, stands out as the only bar of high strength steel that is free from the varied problems of all other bars of high strength steel.
\nPSWC-BAR, endowed with the property of best “engagement”, i. e., “effective bond” with concrete, also stands out as the only bar, the use of which, besides several-fold enhancement of life span, increases, by several hundred percent ductility and energy absorbing capacity of reinforced concrete construction (\nFigure 11\n) and Kar [2].
\nIt is apparent that there has not been a clear understanding of the phenomenon of “bond” between rebar and concrete, what creates this “bond”, what can affect the development of “bond”, and what are its roles in the performance of reinforced concrete.
\nIt is because of this lack of understanding of “bond” and its significance that made manufacturers and sellers of rebars, designers of reinforced concrete structures, construction engineers, and officials of BIS and such other organizations, who put the stamp of approval on ribbed rebars, overlook all these years the reality, the cautions in text books and Standards which read something like: all reinforcement shall be free from loose mill scales, loose rust and coats of paints, oil, mud or any other substance which may destroy or reduce bond.
\nIt is this total failure to recognize the many significances of “bond” in the realm of reinforced concrete that facilitated the unchecked use of ribbed bars in reinforced concrete construction all these years, and in the process caused very significant losses to property owners, and great harm to the national wealth of countries, as well as to the environment and the global climate.
\nThe facts, that (a) ribbed bars, conforming to IS 1786 and to Standards/Specifications on ribbed bars in other countries, are highly prone to the development of loose rust on the surface of such rebars, (\nFigure 6(f)\n), (b) this rust can “destroy or reduce bond” between concrete and rebars (\nFigure 6(g)\n), (c) without competent bond between rebar and concrete there cannot be reinforced concrete in its true sense, and (d) the loose rust will prevent any possible passivation of rebars by the alkaline pore water in concrete, and thus stand in the way of protection of rebars against corrosion unless concrete constructions will be given surface protection in the nature of waterproofing treatment, have not sunk into the minds of all those who should have known, are obvious from the continued poor performance of the structures in \nFigures 3\n–\n6(h)\n and \n(i)\n, and uncounted other structures which have been and are being constructed with ribbed bars.
\nKar [2] has shown that besides success and failure, and besides the issue of durability, the “effective bond” or “engagement” between rebars and the surrounding concrete may influence the load-carrying capacity, ductility and energy-absorbing capacity of reinforced concrete elements.
\nPercent elongation is an important measure of ductility of rebars, that can influence the performance of the rebar and in turn the performance of concrete elements under load as well as under exposure to the environment; Kar [14]. The percent elongation is of course a very important property that may greatly influence the survivality of reinforced concrete constructions during earthquake events.
\nIn recognition of the fact that the changing material compositions and manufacturing processes, as well as the increasing yield strengths of rebar materials during recent decades, are generally associated with decreasing percent elongation, the Specifications of ASTM International and the Standards of BIS allow/permit the use of rebars with smaller percent elongation properties with increasing yield strength of the rebar material.
\nIt is recognized here that there are certain differences between the gage/gauge lengths in the ASTM and BIS test specimens. However, these differences do not substantially affect the following observations on percent elongation.
\nASTM A615/A615M [18] of 12 Jan, 2016 has set the minimum percent elongation of rebars for Grades 75, 80 and 100, i.e., yield strengths of 520 MPa, 550 MPa and 690 MPa, to 7 percent for rebars having diameters up to 25 mm, and an even lower 6 percent for rebars having diameters greater than 25 mm, whereas for Grade 40 (280 MPa) and Grade 60 (420 MPa) bars, ASTM sets the minimum percent elongation at 12 and 9, respectively.
\nSimilarly, IS 1786 [6], through its Amendment No. 03, dated 19-09-2017, has set the minimum percent elongation at 10.0, 10.0 and 10.0 for rebars of yield strengths 600 MPa, 650 MPa and 700 MPa, whereas it has set allowable percent elongations at 14.5 to 18.0 for different varieties of 415 MPa bars, and 12.0 to 16.0 for different types of 500 MPa bars.
\nSeveral questions arise, viz.,
if once it is recognized that the percent elongation of the steel material for rebars is an important and thus an inviolable property, that is to be set for acceptability of rebars, then why smaller percent elongation properties (as 6 in ASTM A615/A615M [18] and 10 in IS 1786 [6]) be considered permissible for higher yield strength materials, but not for smaller yield strength materials?
or, are the percent elongation properties, set in the Specifications/Standards violable, and the set properties merely represent values which certain manufacturers can achieve in the cases of bars they make?
how is it that when the achievable (with reasonable effort) percent elongation gets smaller and smaller with increasing yield strength, ASTM A615/A615M [18] has set the same elongation at 7 percent or 6 percent for steel having yield strengths of 520 MPa, 550 MPa and 690 MPa?
If 6 percent elongation is considered acceptable for 690 MPa steel, then why should such a low percent elongation be not acceptable in the cases of rebars with steel of lower yield strengths?
how is it that, when the achievable (with reasonable effort) percent elongation gets smaller and smaller with increasing yield strength, IS 1786 [6] has set the same figure of 10 percent for rebars having yield strengths of 600 MPa, 650 MPa and 700 MPa?
how is it that when ASTM A615/A615 M [18] finds it difficult to achieve percent elongation greater than 6 for 600 MPa hot rolled bars, IS 1786 finds a 10 percent elongation achievable for 700 MPa TMT bars, when it is known that, compared to hot rolled processes, as in the USA, the TMT process, as in India, leads to hardening and lowering of ductility and percent elongation properties?
There needs to be a clear understanding of the significance of percent elongation and or ductility of rebars in the context of performance of reinforced concrete elements.
\nIt may be desirable to set, irrespective of the yield strength of steel, a single value, below which the percent elongation or ductility will not be acceptable in the cases of rebars of steel.
\nIn view of the fact that virtually all structures in India and in many other countries are required to be earthquake resistant, a reasonably high value may have to be set for the required percent elongation or ductility of rebars.
\nIn this conflicting scenario, with a view to minimizing the rate of corrosion and also to improve ductility and energy absorbing capacity, PSWC-BAR, conforming to IS 2062, and possessing the property of improving “effective bond” over and above the normally available “bond”, with a minimum percent elongation of 16, is recommended as the rebar of choice. The yield stress will be limited to a maximum of 550 MPa, preferably to 500 MPa; Kar [5].
\nGreater details on the development and mechanical properties of PSWC-BAR, together with design aid, so as to take advantage of the power of PSWC-BAR to enhance load-carrying capacity, as well as ductility and energy-absorbing capacities of reinforced concrete elements, are provided in the article: The Search for an Ideal Rebar for Durable Concrete Construction Leads to PSWC-BAR; Kar [5].
\nA better measure of the mechanical property of a rebar, and that of the performance of a concrete flexural element, reinforced with such a bar, would have been the ductility ratio rather than the arbitrarily selected percent elongation.
\nAssuming that the percent elongation will be at least large enough to ensure that the specified yield strength and the specified ultimate strength of the bar will be achieved, the only other useful information that a percent elongation may provide is a vague understanding that the bar may not break during necessary bending.
\nThat should suggest that vaguely specified percent elongation is an unnecessary specification when separate tests for bending of bars are specified.
\nIn contrast, while tests for yield and ultimate strengths (stresses) will ensure the said strengths (stresses), the information on ductility and the shape of the load-deformation plot of the bar beyond yield will provide important information on an idea about the bendability of a rebar. And in addition, the ductility ratio, coupled with a plot of the load-elongation curve of the bar will provide a great deal of information about the performance of a flexural element beyond the yield stress level of the rebar, provided that the rebar will have the requisite “engagement” with concrete, and it happens best in the case of PSWC-BARs; Kar [2].
\nReinforced concrete is the number one medium of construction. Besides strength, easy formability and availability of the constituent materials, trouble-free long term performance, i.e., durability of concrete structures, constructed with plain round bars of mild steel, having yield stress of around 250 MPa to 280 MPa, had helped reinforced concrete attain this position.
\nIt has been suggested that, in the context of reinforced concrete, besides concrete and rebars, “bond” between such rebars and the surrounding concrete deserves equal consideration.
\nEngineering practice shows that though there is a need for a clear understanding of “bond”, and though the ensurement of adequate “bond” is an essential necessity, these are almost totally neglected.
\nSimilarly, the important property of percent elongation or ductility of the rebar has not been considered with the thoroughness it deserves.
\nWith time, besides significant changes in properties of cement, a constituent component of concrete, the reinforcing bar (rebar) was gradually changed from plain round bars of mild steel to plain round bars of medium tensile steel (yield stress of about 350 MPa) and then on to today’s ribbed rebars of high strength (yield stress 415 MPa to about 700 MPa) steel.
\nThe use of ribbed rebars of high strength steel, susceptible to corrosion at accelerated rates, led to concrete structures reaching states of distress early.
\nIn consideration of durability, ribbed bars, as in IS 1786 in India, and ASTM A615/A615M in the USA and as in such other Standards/Specifications elsewhere, should thus be avoided.
\nThe high susceptibility of ribbed rebars to corrosion may in cases destroy or reduce “bond” between concrete and ribbed rebars of high strength steel.
\nSuch bars may not stand scrutiny for eligibility for use as rebars for reinforced concrete construction. It has been shown that PSWC-BAR, characterized by its plain surface and wave-type configuration, is the most ideal rebar for reinforced concrete construction.
\nWhile the plain surface of PSWC-BARs would ensure that the susceptibility of such bars to corrosion will be several orders of magnitude less than the susceptibility of conventional ribbed bars of high strength steel, the wave-type configuration of PSWC-BARs ensures that the “bond” or “engagement” between such bars and the surrounding concrete is no less than the “bond” between ribbed rebars and concrete.
\nNumerous tests on concrete beams and columns, reinforced with PSWC-BARs, and with ribbed bars, conforming to IS 1786, have consistently revealed that the “effective bond” or “engagement” between PSWC-BARs and the surrounding concrete is greater than the “effective bond” between concrete and ribbed rebars, conforming to IS 1786.
\nIt is this greater “effective bond” that increases the load-carrying capacity, ductility and energy absorbing capacity of concrete elements, reinforced with PSWC-BARs.
\nThe use of PSWC-BAR, characterized by its plain surface and wave-type configuration, at no added effort or cost, can solve the worldwide problem of early distress in reinforced concrete construction.
\nBesides several-fold enhancement of life span, with many added benefits, like greatly reduced life cycle cost, the use of PSWC-BAR increases by several hundred percent the ductility and energy-absorbing capacity of flexural elements of reinforced concrete. It may thus prevent catastrophes during earthquakes.
\nRecommended mechanical properties of PSWC-BARs for durable concrete constructions are provided.
\nIn consideration of requirements for durability and resistance to earthquake forces, the yield stress of steel in PSWC-BAR is recommended to be limited to 550 MPa, and preferably to 500 MPa.
\nThe several-fold enhancement of life span of concrete structures, with the use of PSWC-BARs, instead of conventional ribbed bars, can prevent staggering financial losses to property owners and to national economies of all countries as well as great harm to the environment and to the global climate.
\nAn alternative way to enhance the durability of reinforced concrete construction is to provide, at additional cost, surface protection in the form of waterproofing treatment to concrete structures.
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After finishing his P. hD degree in 1992, he served in the Industry as a Scientific Officer and continued his academic career as a visiting scholar for a number of educational institutions. In 1996 he joined National University of Science & Technology Pakistan (NUST) as an Associate Professor; NUST is one of the top few universities in Pakistan. In 1999 he joined an International Company Lineo Inc, Canada as Manager Compiler Group, where he headed the group for developing Compiler Tool Chain and Porting of Operating Systems for the BLACKfin processor. The processor development was a joint venture by Intel and Analog Devices. In 2002 Lineo Inc., was taken over by another company, so he joined Aalborg University Denmark as an Assistant Professor.\nProfessor Akbar has truly a multi-disciplined career and he continued his legacy and making progress in many areas of his interests both in teaching and research. 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Initial biochemical studies have been exclusively analytic: dissecting, purifying, and examining individual components of a biological system; in the apt words of Efraim Racker (1913 –1991), “Don’t waste clean thinking on dirty enzymes.” Today, however, biochemistry is becoming more agglomerative and comprehensive, setting out to integrate and describe entirely particular biological systems. The ‘big data’ metabolomics can define the complement of small molecules, e.g., in a soil or biofilm sample; proteomics can distinguish all the comprising proteins, e.g., serum; metagenomics can identify all the genes in a complex environment, e.g., the bovine rumen. 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Dr. Blumenberg’s research is focused on the epidermis, expression of keratin genes, transcription profiling, keratinocyte differentiation, inflammatory diseases and cancers, and most recently the effects of the microbiome on the skin. 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Her research interests include archaea metabolism, enzymes purification and characterization, gene regulation, carotenoids and bioplastics production, antioxidant\ncompounds, waste water treatments, and brines bioremediation.\nRosa María’s other roles include editorial board member for several journals related\nto biochemistry, reviewer for more than 60 journals (biochemistry, molecular biology, biotechnology, chemistry and microbiology) and president of several organizing committees in international meetings related to the N-cycle or respiratory processes.",institutionString:null,institution:{name:"University of Alicante",institutionURL:null,country:{name:"Spain"}}},editorTwo:null,editorThree:null},{id:"15",title:"Chemical Biology",coverUrl:"https://cdn.intechopen.com/series_topics/covers/15.jpg",isOpenForSubmission:!0,editor:{id:"441442",title:"Dr.",name:"Şükrü",middleName:null,surname:"Beydemir",slug:"sukru-beydemir",fullName:"Şükrü Beydemir",profilePictureURL:"https://s3.us-east-1.amazonaws.com/intech-files/0033Y00003GsUoIQAV/Profile_Picture_1634557147521",biography:"Dr. Şükrü Beydemir obtained a BSc in Chemistry in 1995 from Yüzüncü Yıl University, MSc in Biochemistry in 1998, and PhD in Biochemistry in 2002 from Atatürk University, Turkey. 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Since then, he has been working as an Adjunct Professor in the same Department at the University of Pavia. His research activity during the first years was primarily focused on the purification and structural characterization of enzymes from animal and plant sources. During this period, Prof. Iadarola familiarized himself with the conventional techniques used in column chromatography, spectrophotometry, manual Edman degradation, and electrophoresis). Since 1995, he has been working on: i) the determination in biological fluids (serum, urine, bronchoalveolar lavage, sputum) of proteolytic activities involved in the degradation processes of connective tissue matrix, and ii) on the identification of biological markers of lung diseases. 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Possible contributions can address (but are not limited to) the following research topics: Bioinspired design and control of exoskeletons, orthoses, and prostheses; Experimental evaluation of the effect of assistive devices (e.g., influence on gait, balance, and neuromuscular system); Bioinspired technologies for rehabilitation, including clinical studies reporting evaluations; Application of neuromuscular and biomechanical models to the development of bioinspired technology.',annualVolume:11404,isOpenForSubmission:!0,coverUrl:"https://cdn.intechopen.com/series_topics/covers/8.jpg",editor:{id:"144937",title:"Prof.",name:"Adriano",middleName:"De Oliveira",surname:"Andrade",fullName:"Adriano Andrade",profilePictureURL:"https://s3.us-east-1.amazonaws.com/intech-files/0030O00002bRC8QQAW/Profile_Picture_1625219101815",institutionString:null,institution:{name:"Federal University of Uberlândia",institutionURL:null,country:{name:"Brazil"}}},editorTwo:null,editorThree:null,editorialBoard:[{id:"49517",title:"Prof.",name:"Hitoshi",middleName:null,surname:"Tsunashima",fullName:"Hitoshi Tsunashima",profilePictureURL:"https://s3.us-east-1.amazonaws.com/intech-files/0030O00002aYTP4QAO/Profile_Picture_1625819726528",institutionString:null,institution:{name:"Nihon University",institutionURL:null,country:{name:"Japan"}}},{id:"425354",title:"Dr.",name:"Marcus",middleName:"Fraga",surname:"Vieira",fullName:"Marcus Vieira",profilePictureURL:"https://s3.us-east-1.amazonaws.com/intech-files/0033Y00003BJSgIQAX/Profile_Picture_1627904687309",institutionString:null,institution:{name:"Universidade Federal de Goiás",institutionURL:null,country:{name:"Brazil"}}},{id:"196746",title:"Dr.",name:"Ramana",middleName:null,surname:"Vinjamuri",fullName:"Ramana Vinjamuri",profilePictureURL:"https://mts.intechopen.com/storage/users/196746/images/system/196746.jpeg",institutionString:"University of Maryland, Baltimore County",institution:{name:"University of Maryland, Baltimore County",institutionURL:null,country:{name:"United States of America"}}}]},{id:"9",title:"Biotechnology - Biosensors, Biomaterials and Tissue Engineering",keywords:"Biotechnology, Biosensors, Biomaterials, Tissue Engineering",scope:"The Biotechnology - Biosensors, Biomaterials and Tissue Engineering topic within the Biomedical Engineering Series aims to rapidly publish contributions on all aspects of biotechnology, biosensors, biomaterial and tissue engineering. We encourage the submission of manuscripts that provide novel and mechanistic insights that report significant advances in the fields. Topics can include but are not limited to: Biotechnology such as biotechnological products and process engineering; Biotechnologically relevant enzymes and proteins; Bioenergy and biofuels; Applied genetics and molecular biotechnology; Genomics, transcriptomics, proteomics; Applied microbial and cell physiology; Environmental biotechnology; Methods and protocols. Moreover, topics in biosensor technology, like sensors that incorporate enzymes, antibodies, nucleic acids, whole cells, tissues and organelles, and other biological or biologically inspired components will be considered, and topics exploring transducers, including those based on electrochemical and optical piezoelectric, thermal, magnetic, and micromechanical elements. Chapters exploring biomaterial approaches such as polymer synthesis and characterization, drug and gene vector design, biocompatibility, immunology and toxicology, and self-assembly at the nanoscale, are welcome. Finally, the tissue engineering subcategory will support topics such as the fundamentals of stem cells and progenitor cells and their proliferation, differentiation, bioreactors for three-dimensional culture and studies of phenotypic changes, stem and progenitor cells, both short and long term, ex vivo and in vivo implantation both in preclinical models and also in clinical trials.",annualVolume:11405,isOpenForSubmission:!0,coverUrl:"https://cdn.intechopen.com/series_topics/covers/9.jpg",editor:{id:"126286",title:"Dr.",name:"Luis",middleName:"Jesús",surname:"Villarreal-Gómez",fullName:"Luis Villarreal-Gómez",profilePictureURL:"https://mts.intechopen.com/storage/users/126286/images/system/126286.jpg",institutionString:null,institution:{name:"Autonomous University of Baja California",institutionURL:null,country:{name:"Mexico"}}},editorTwo:null,editorThree:null,editorialBoard:[{id:"35539",title:"Dr.",name:"Cecilia",middleName:null,surname:"Cristea",fullName:"Cecilia Cristea",profilePictureURL:"https://s3.us-east-1.amazonaws.com/intech-files/0030O00002aYQ65QAG/Profile_Picture_1621007741527",institutionString:null,institution:{name:"Iuliu Hațieganu University of Medicine and Pharmacy",institutionURL:null,country:{name:"Romania"}}},{id:"40735",title:"Dr.",name:"Gil",middleName:"Alberto Batista",surname:"Gonçalves",fullName:"Gil Gonçalves",profilePictureURL:"https://s3.us-east-1.amazonaws.com/intech-files/0030O00002aYRLGQA4/Profile_Picture_1628492612759",institutionString:null,institution:{name:"University of Aveiro",institutionURL:null,country:{name:"Portugal"}}},{id:"211725",title:"Associate Prof.",name:"Johann F.",middleName:null,surname:"Osma",fullName:"Johann F. 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