This is especially beneficial in places prone to earth quack and lower temperature. In this study, five different types of waste fibres such as polyester waste, rubber waste, rock wool waste, glass fibre waste and coconut fibre waste were used as an additive in 0.5% 1%, and 1.5% by mass in concrete mix. Seismic performance related properties of the samples were examined through evaluation of compressive strength, flexural strength, impact strength, split tensile strength, and thermal conductivity. Results showed that, impact strength of the concrete significantly improved by the addition of fibre reinforcement in concrete. Split tensile strength and flexural strength were significantly reduced. Thermal conductivity was also influenced by addition of polymeric fibrous waste. Microscopic analysis was performed to examine the fractured surfaces. In order to get the optimum mix ratio, multi response optimization technique was used to determine the desired level of impact strength at an acceptable level of other properties. Rubber waste was found to be the most attractive option followed by coconut fibre waste for the seismic application of concrete. The significance and percentage contribution of each factor was obtained by Analysis of variance ANOVA (α = 0.05) and pie chart which showed that Factor A (waste fibre type) is the main contributor. Confirmatory test was done on optimized waste material and their percentage. The order preference similarity to ideal solution (TOPSIS) technique was used for developed samples to obtain solution (sample) which is closest to ideal as per given weightage and preference for the decision making. The confirmatory test gives satisfactory results with error of 6.68%. Cost of reference sample and waste rubber reinforced concrete sample was estimated, which showed that 8% higher volume was achieved with waste fibre reinforced concrete at approximately same cost as pure concrete. Concrete reinforced with recycled fibre content is potentially beneficial in terms of minimizing resource depletion and waste. The addition of polymeric fibre waste in concrete composite not only improves seismic performance related properties but also reduces the environmental pollution from waste material which has no other end use.For a sustainable environment and to tackle the pollution problem According to a report of World business council, 3.8 tons of concrete is being used per person annually2. The use of cement in large quantity has serious effects on environment because production of concrete material causes emission of carbon dioxide (CO2) and cement has a high level of toxicity, which is harmful to human life. Manufacturing of cement cause 7% of total manmade global CO2 emission all over the world3. Due to non-eco-friendly nature of cement, researchers are investigating alternative materials that can be sustainable. There are many attempts to overcome this issue. One of the options is to completely replace concrete component by other materials, but complete replacement is not possible because concrete has undisputable advantages. Partial replacement of concrete component with other environment friendly materials is a practical solution to this problem. Concrete has other drawbacks too like cracking, spilling, and brittleness besides being non-eco-friendly. Pure concrete is weak in tensile strength, although it has high compression strength. In order to prevent the environmental disaster arising due to large scale use of cement, concrete industries have been interested into reducing CO2 discharge, recycling resources and the development of alternative durable materials. Fibre reinforced concrete (FRC) is one of the cheapest and durable methods for modern construction industry as waste fibres are used for partial replacement of cement to provide required seismic performance while minimizing cost. Using fibres/waste leads to reduction in consumption of cement which helps in the construction of affordable housing. Many tons of waste are produced by the industries which has no end use. The natural decomposition of these waste materials takes very long time, and this type of waste remains as landfill. Such industrial waste includes polyester, rubber, cotton, plastic, rock wool, glass fibres, nylon, etc. Decomposition of polyester takes almost 20–200 years, for rubber takes 50–80 years, rock wool requires 1–5 years, and glass fibres take 4000–5000 years. This type of industrial waste can be used as reinforcement in construction industries. The use of waste in construction is a good step towards eco-friendly construction. Many researchers are working on using this type of waste in construction industry6.Environmental concerns and energy efficiency are the two major issues of the present era. Concrete is the 2nd most widely used material in the world9. Fibre or polymeric waste reinforced concrete is an emerging technology to save the building structure during seismic load or earthquake related disaster as they have enough strength and ductility to withstand the seismic load. The fibres are added as a partial replacement of cement, steel, and coarse aggregates. Some researchers used steel wires to reinforce the concrete structures which increase durability and reduce surface crack formation, but this method has not improved the seismic load bearing properties of reinforced concrete structures significantly11. Another study found that using steel bars as reinforcement in concrete can increase the load bearing capacity of column but not enough to withstand the seismic load12. Also, one of the drawbacks of using steel wire is that it is prone to rusting besides increasing structural weight and causing balling effect. The several types of fibres used as reinforcement in FRC are carbon fibre, glass fibre, aramid fibre, jute fibre, and polypropylene fibre etc. The use of high-performance fibres in concrete increases the compression strength, strain hardening response and flexure strength of the concrete buildings. The seismic capacity of building increases when high performance fibres are used as reinforcement in concrete13. Carbon fibre sheets are mostly used for earthquake resistant buildings. The building structures made of carbon fibres are very expensive. Researchers studied different percentages of jute fibre and different type of soils in concrete to make earthquake resistance buildings. They concluded that by changing the type of soil and addition of jute fibre in concrete increases the ductility of the concrete. Other researchers used jute and sisal fibres in concrete buildings for earthquake resistance and compared the strength with carbon fibre reinforced concrete. The concrete columns for buildings with relatively lower heights, with jute and sisal fibre achieved strength equal to carbon fibre sheet while incurring 35% lower cost15.Earthquakes occur around the world leading to disasters. The building structures which are un-reinforced or reinforced with steel collapse when subjected to seismic load due to insufficient ductility and strength. Collapse of the building structures cause injuries, loss of life and economical loss. The building structure should be strong enough to withstand the earthquake as much as possible. Therefore, it is necessary to use those reinforcement materials which increase strength, ductility and lateral strain of the building during seismic load. Researchers are trying to find the construction material or reinforcement which can withstand the seismic load19. Other studies found that different percentage of glass fibres as reinforcement in concrete improves the overall performance of the concrete such as mechanical resistance and fire resistance property23. Some researchers used different percentages of recycled and waste rock wool in concrete to increase the thermal resistance of the buildings25. Some studies found that lower percentage of coconut fibre waste in concrete cam improve the mechanical strength of and reduce the weight which has a positive effect during seismic loads. The addition of coconut fibre in concrete has positive effect on compression strength and negative effect on flexural strength29. Different types of industrial and domestic wastes such as PET bottles, face masks, and plastic straws etc., were used as reinforcement which increase the ductility of the concrete and reduce the compression strength and load bearing capacity of the concrete33.Some studies found that addition of 1% waste rubber in concrete helps to increase the ductility of the concrete which increases the earthquake resistance of the buildingsAlthough different types of waste materials were used to produce lightweight concrete and building materials but it is still a challenge to produce lightweight building with greater load bearing capacity at an affordable cost. There are few or no research reported on the combined study of improvement in mechanical properties and thermal insulation of concrete material using industrial waste.34. To get the desired properties in concrete different multi response optimization method, were used. Researchers used second order mathematical model for optimum design of concrete containing steel fibre as reinforcement35. Others used response surface method to countify the binder content in concrete reinforced with ultra-high-performance reinforced concrete36. Some of the decision-making problems which have multiple responses cannot be optimized at once because multiple objectives conflict with each other. Some of the responses have positive and some have negative effects on the desired properties. For this purpose, multi response optimization methods are used. Researchers used Technique for Order of Preference by Similarity to Ideal Solution (TOPSIS) to get the desired percentage of reinforced polymer blend in concrete37. Some other researcher used Analytical Hierarchy Process (AHP) to define the rank of the decision matrix and to calculate criteria weight of the matrix39. The order preference similarity to ideal solution (TOPSIS) technique is used for developed samples in order to obtain solution (sample) which is closest to ideal as per given weightage and preference for the decision making. In this work TOPSIS method was used to get the optimum material and percentage for reinforcement which can be used further for seismic applications. This research addresses the important environmental issues in terms of CO2 emission due to manufacturing of cement, energy consumption and waste disposal40. The significance of the research is that different types of industrial waste materials are used as partial replacement of cement which reduced the consumption of cement. This approach reduces CO2 emission by reducing the production of cement. It optimizes the handling of waste which would otherwise remain as landfill for several years. A sustainable solution for low-cost earthquake resistance building was achieved.The overall aim of this study is to produce higher load bearing, low cost, and energy efficient sustainable building materials by addition of industrail fibrous waste in concrete as reinforcement. The obtained results are also compared with plain concrete (PC) samples and comprehensive study of improvement in thermal insulation and mechanical strength are presented. An important issue in materials engineering is to find optimum sample of FRC with desired quality of the concrete for particular applications. By the addition of waste material/ fibres some properties are improved while some others showed negative effect. For example, by addition of glass fibres in concrete, the mechanical strength is reduced but thermal insulation improvesThe concrete samples were prepared with ordinary Portland cement, sand with fineness modulus of 2.42, water: cement ratio 0.55, coarse aggregates of 4 mm size and five types of fibrous waste materials in 3 different percentages each. These waste fibrous materials were both from natural and synthetic origin. Coconut and rock wool are from natural origin while polyester, glass and rubber are from synthetic origin. The reinforcement fibres were used with 0.5%, 1% and 1.5% of the weight of cement.Coconut fibres were taken from the waste of matt or rope industry. Polyester wastes were collected which are produced during the shearing process of woven fabrics. Waste glass fibres were collected from reverse osmosis (RO) water plant filters. Waste rubber, which is used in textile twister machinery was collected from rags market. Waste rock wool was taken from useless boilers. All the materials are waste which would otherwise remain as land fill and have no other end use. All the waste fibres were cut into length of 70 mm as shown in Fig. The strength of the fibres was evaluated by using Universal Testing Machine, as per standard ISO 5079. The properties of the fibres are given in Table To prepare the samples of pure concrete (reference sample), the mix ratio of 1:2:3 (cement: sand: coarse aggregate), with water 55% by mass was used. Five different industrial wastes i.e., coconut fibre waste, polyester fibre waste, glass fibre waste, rock wool fibre waste and waste rubber were added as reinforcement in mixture to make FRC. Three different ratios i.e., 0.5%, 1% and 1.5% of each waste material were used on weight of the cement to make the concrete samples. All the materials were mixed as shown in Fig. Concrete during its service life goes through different types of loading, which produce cracks on the surface as well as the inner portion. Mechanical loadings are of different types and crack formation can be controlled by improving the required properties. Cracks produced on the surface of rigid pavement are due to lower flexural strength. Similarly concrete spalling phenomenon can be controlled by improving the tensile strength. The resistance against impact loading can be improved by enhancing energy absorption property of concrete. Impact property is very important with respect to blasting, collision of vehicle especially on bridges and during earthquake. All the samples were tested with a replica of 3 for all three different fibre percentages for each type of waste fibre as reinforcement in concrete.Compressive strength of the concrete samples of dimension 100 mm × 100 mm × 100 mm were measured by using Digital-Display Hydraulic Universal Testing Machine (UTM) (Model: Beijing Sino found WES-100) as shown in Fig. 41. For measuring the bending strength of the concrete total 48 sample were prepared with 3 replicates. For measuring the bending strength of the concrete, the samples were placed on two rods with equal distance from edges i.e. 75 mm and one rod was on opposite side at centre of the samples as shown in Fig. The flexural/bending test of the concrete samples was carried out with dimensions,150 mm width × 150 mm depth × span of 500 mm., by using Digital-Display Hydraulic Universal Testing Machine (Model: Beijing Sino found WES-100). Testing standards for flexural strength ASTM C78/C78M-21 was used42. Sample dimension taken were (L × W × T) 125 mm × 100 mm × 50 mm. In this method a steel ball of weight 1.8 kg was taken and dropped from the fixed height of 889 mm on the test specimen. The test continued until the failure in sample occurs as shown in Fig. 43.E is total impact energy at failure of the sample; N is the number of blows at failure of the sample; m is the mass of the ball which is 1.8 kg; h is the weight of the ball drop, which is 889 mm; and g is the acceleration due to gravity i.e. 9.81 m/s2.Due to unavailability of a specific standard to determine the impact properties of the concrete by drop weight test, the method as adopted by other researchers was usedHydraulic universal testing machine (IBMU4 series) was used to perform the split tensile strength test of the lightweight concrete samples as shown in 3(d). Cylindrical specimens were laid down between the testing plates for performing splitting tensile test. For the testing of sample, the standard size of the specimen (H × D) 250 mm height and 150 mm diameter was used.A building/construction acts as external envelop/barrier that separates the outer and inner environments, and it protects the habitants from external environment. Reducing the cost of heating/cooling of the building directly contributes to energy efficiency and sustainability.44. Thermal properties of the samples were determined by using Thermal imaging camera CANTRONIC System Inc. (Canada) and the specimens were heated by heat gun as shown in Fig. Due to the increasing use of infrared thermography in the building sector, for detection of cracks etc., a new method was adopted for measuring thermal conductivity45. Heat transfer, area and thickness were constant, while T1 and T2 are variables.K = Thermal conductivity, W/mK, Q = Power supplied during the test, W, A = Cross-sectional area, m2, t = thickness, m, ΔT = (T1 − T2) = Temperature difference between first point in hot region and last point in cold region, K.Only, FRC with 1% of waste materials and the reference sample were measured by using Thermal imaging camera. Cubic samples with dimensions height/thickness 50 mm, width 100 mm and length 125 mm were prepared. First, the samples were placed properly for 4 min to make a steady flow of heat. The power of the apparatus was set at 10 watts and the temperatures of both side of the sample were recorded. Then after 5 min, the temperature and thermal images of both sides of the samples were taken again. Temperatures from thermograms were analysed using thermal imaging software, (IR Camera Report software). Then, thermal conductivity of the samples was calculated using Eq.  with the magnification power of 2.5 ×. In this examination pull out, bridging effect and fibre breakage was investigated.49. AHP was used to find the weightage of the different attributes which has a scale of 1–9 showing equal importance to all the attributes. According to the desired seismic performance for earthquake resistance, the building should be strong in compression and should exhibit enough split, and flexural strength. Compression strength is highly important in this analysis and given a number of 5. Flexural strength and impact strength has importance between strong and moderate and given number 4. Split tensile strength was given number 3 as it has moderate importance in case of earthquake resistance. AHP used to find the weightage of the different attributes has a scale of 1–9 which shows equal importance to the attributes.Design of experiment was done by Taguchi method as it is one of the most common methods in scientific research. But its limitation is that it can deal with only single response optimization. So, it cannot be used directly for multi-response optimization. Optimization techniques are the best solutions for such research. Different types of modelling and simulation techniques can be used depending upon the experimental results to find the optimum mix ratio for concrete. Mostly for complex linear decision matrix, FUZZY logic technique can be used. FUZZY logic method is normally used to find the unknown variable. Like multi criteria decision making (MCDM), TOPSIS method can be used to find the ideal solution. In this work AHP-TOPSIS Method was used to convert multi responses results into single response. TOPSIS  technique was further developed by researchersTOPSIS method begins with decision matrix which contains different attributes. The lowest, highest and nominal values of them are considered. In this experimental study, higher the factor, is considered as better. The order of preference for this technique is impact, tensile, flexural and compression.In the 2nd step the attributes are normalized by dividing each value of attribute by some of square root of respective attribute using Eq. .4\documeIn this step the weights of the different attributes are determined according to preference of different attributes with respect to objective. Preference scale can be used as.The calculated weights of different attributes are normalized by multiplying the weights with normalized values of each attribute.Positive ideal solutions (v +) and negative-ideal solutions (v −) are calculated by following method,TOPSIS consists of the following steps.J is associated with beneficial while Jˈ is associated with non-beneficial factor.In this step distance can be measured by separating each alternative from the ideal solution.In the final step, closeness coefficient can be calculated by using Eq. .11\documwww.minitab.com) to determine whether the factors were significant or not. For this purpose, the p-values were examined. Percentage contribution of each factor was also shown on pie chart.Analysis of Variance (ANOVA) was done by using Minitab software ..8). The Analysis of variance (ANOVA) was carried out at 95% confidence level to check the significance of the type of fibrous waste and the percentage of the reinforcement in concrete. Analysis of variance is shown in Table The main effect plot of closeness coefficient and pie chart of overall contribution of the factors are shown in Fig. The closeness coefficient which has the highest value shows the optimum mix ratio of FRC. Confirmatory test was also done to verify the TOPSIS methodology. In confirmatory test the samples were prepared according to optimum mix ratio i.e., 1% rubber as reinforcement in concrete. Samples were prepared and tested to check the maximum error in the optimum mix ratio. The results of confirmatory test for all tests are shown in Table 3. The cement used for the samples costed 1 USD, sand costed 0.22 USD and coarse aggregates costed 1.10 USD. Total cost was 2.32 USD. By using waste rubber as 1% reinforcement in concrete, it occupied 8% more volume with the same cost incurred. Thus, FRC reduced the overall cost of the concrete which leads to low-cost/ affordable housing. The cost estimation is shown in Table The cost of PC and 1% rubber waste reinforced concrete was investigated to confirm that the replacement of cement with waste leads to reduce the cost of concrete significantly. First, the overall cost was calculated to make the PC samples which have total volume 11,250 cmReuse of industrial waste is a worldwide phenomenon for a sustainable future. Burning/dumping waste causes damage to eco-system which leads to harmful impact to environment. In this study, different industrial fibrous wastes were used in concrete in different percentages. Overall, the concrete reinforced with waste fibrous materials not only improves seismic performance in terms of mechanical and thermal properties, but also reduces the waste handling problem. Compression strength of the concrete increased by the addition of rubber and rock wool waste at 1% and 2% loading respectively. Rubber waste at 0.5% addition shows 4% increase in flexural strength. With increasing percentage, the flexural strength of the concrete sample reduced. The impact energy of all the samples increased with addition of fibrous waste as reinforcement. The maximum increase in impact energy is with rubber waste at 1% loading. The split tensile strength of concrete was negatively affected by the addition of fibre waste. Thermal conductivity of the concrete was greatly reduced by the addition of fibre waste. Rock wool and coconut fibre reinforcement in concrete greatly reduced the thermal conductivity of the concrete making it an energy efficient construction material. From statistical analysis (TOPSIS) it was proved that sample R2 (with 1% rubber fibre) shows overall most favourable seismic performances. Addition of 1% rubber in concrete increases the compression strength, flexural strength, and impact strength of the concrete. So, sample R2 is recommended to be used for low-cost, earthquake resistance/seismic building. Hence, industrial waste can be utilized in a useful way as a construction material for a sustainable future. Also, by using waste fibre reinforcement, overall cost of construction will also decrease which will lead to low-cost housing with better seismic capacity for earthquake prone areas.Future research can be conducted to use other types of agricultural waste and consumer waste in building construction. The performance can be evaluated at extreme temperatures to ascertain the performance in arctic and tropical environments. Further the influence of environmental factors e.g., humidity, salinity etc. can be investigated for durability of concrete reinforced with waste fibres.


Distributed fiber optic strain measurement techniques have become increasingly importantin recent years, especially in the field of structural health monitoring of reinforced concrete structures.Numerous publications show the various monitoring possibilities from bridges to special heavystructures. The present study is intended to demonstrate the possibilities, but also the challenges,of distributed fiber optic strain measurement in reinforced concrete structures. For this purpose,concrete beams for 3-point bending tests were equipped with optical fibers on the reinforcement andconcrete surface as well as in the concrete matrix in order to record the strains in the compressionand tension zone. In parallel, an analytical approach based on the maximum strains in the uncrackedand cracked states was performed using the Eurocode 2 interpolation coefficient. In principle, thestructural design correlates with the measured values, but the strains are underestimated, especiallyin the cracked zone. During load increase, structural distortions in the compression zone affected thestrain signal, making reliable evaluation in this zone difficult. The information content of distributedfiber optic strain measurement in reinforced concrete structures can offer tremendous opportunities.Future research should consider all aspects of the bond, sensor selection and positioning. In addition,there is a lack of information on the long-term stability of the joint and the fiber coating, as well asthe effects of dynamic loading. Distributed fiber optic sensor systems (DFOS) offer interesting possibilities for strain and temperature measurement, especially in concrete construction ,2,3,4,5.So far, the two measurement methods based on Rayleigh and Brillouin scattering have proven their suitability for measuring strain, cracks and crack development as well as temperatures along an optical fiber ,23,24,25m ,27. Depem ,29,30,31Distributed fiber optic measurement offers advantages over point-based methods , fiber Bragg gratings (FBG), or displacement transducers (DT) of all types). First, any area of the sensor can be used for measurement, allowing strain and temperature curves to be displayed over the entire measurement length. Second, fiber optic sensors can be bonded to the reinforcement or concrete surface ,33, as wFor a variety of SHM applications, the quality of the measurement signals is critical. The authors have validated fiber optic sensors in different scenarios within concrete construction. These include application to the reinforcement and concrete surface as well as integration into the concrete matrix ,28,36,37Another major challenge is the application of the sensors to the substrate: the strain transfer losses described above can be amplified by a poorly executed bond or the use of inappropriate adhesives . Signal In addition to sensor selection, proper adhesive application, and joint preparation, the integration into the concrete matrix is a significant challenge. It is important to install the sensors so that they remain in place and are functional after concreting, consolidation and curing. With respect to the strain transmission losses presented above, it is critical to find a compromise between strain sensitivity and robustness of the fiber optic sensors ,46.This paper discusses the advantages and challenges of distributed fiber optic sensing for strain measurement in concrete structures. Concrete beams tested in three-point bending tests using Rayleigh backscatter for strain measurement are used as an example. The particular significance of this study lies in the simultaneous measurement of strains within the concrete matrix, concrete surfaces, and reinforcement. In addition, this study provides important contributions to the behavior of fiber optic sensors in the compression zone. For the first time, the measurement results were also validated against existing design models for strain prediction. The present study shows that, if properly handled, results comparable to the design model can be obtained. According to the authors, only limited attention has been paid in the literature to the formation of the adhesive interface between the optical fiber and the substrate surface under test. This interface is one of the most important aspects for accurate strain measurement. In this regard, the authors provide guidance on the formation of the bond between the rebar or concrete surface and the fiber optic sensor in order to obtain optimum measurement results.To demonstrate the capabilities and challenges of DFOS, three identical reinforced concrete beams of 0.15  ODiSi-B ) with a :2021-09  and test:2021-09  to deterEach beam was equipped with three fiber sensors at different locations. Within the tensile zone, one sensor was placed on one of the two rebars. The other two fiber sensors were placed in the compression zone of the beam, one of them in the matrix and the other one on the surface of the concrete. The sensor placement is shown in The concrete beams were tested in a three-point bending test according to . Steel pAfter casting, the concrete beams were stored for eight days under controlled climatic conditions of 20ad steps . The maxBefore starting the first load step, a preload (without unloading) of approximately 3 Dyckerhoff [In the experimental investigations, a high-strength, self-compacting, fine-grained concrete matrix was used. The cement is a compound from ckerhoff ,53. TablThe use of a high-strength, fine-grained concrete is intended to minimize the variation between individual samples. In comparison to matrices with a larger maximum grain size, the inhomogeneity of the composition at a maximum grain size of 2 mm is minimized. Furthermore, the blurring caused by changing surface structures when applying the sensor to the concrete surface is reduced as much as possible compared to concretes with larger maximum grain size. Finally, the mechanical properties of high-strength concretes are largely determined by the more homogeneous cement matrix. Ormocer®  was applied to both steel and concrete surfaces and integrated into the concrete matrix [A low attentuation loss fiber was used as sensor. For the strain measurement application, the coating material and the coating thickness are crucial, as they directly influence the strain transfer ,39,40,41e matrix . Previoue matrix ,28,36. TMicro-Measurements’ M-Bond 200  [SikaDur 330 from Sika Schweiz AG was used [The adhesive used for application to the steel and concrete surfaces was NC, USA) , includiNC, USA) . For thewas used . Previouwas used ,37.The preparation and execution of the bonded area are critical to the strain transfer from the substrate to the sensor. Therefore, these aspects will be discussed in detail below. Adhesive bonding is not required for embedding the sensor in the matrix. However, steps must be taken to ensure a secure connection between the concrete matrix and the sensor, as well as positional stability before, during and after concreting.The bonding process on the reinforcement surface is based on . It inclThe procedure for applying the fiber to the concrete surface is similar to the one described in . The cemEmbedding the fiber into the concrete matrix requires a suitable installation aid to ensure that the fiber remains at the intended location after concreting. During the experimental investigations, a clamping device was developed to fix the fiber in the desired position. In addition, the clamping device allows the sensors to be tensioned immediately after concreting, in order to correct the position if necessary. Before concreting, it is essential to clean the fiber with isopropyl alcohol, as release agents in particular can interfere with the anchorage to the concrete.2 is assumed. The longitudinal reinforcement bars have a cross-sectional area of 2 and an elastic modulus of 200,000 N/mm2, according to [A structural design of the reinforced concrete beams for the maximum strains in the center and the strain profile over the entire length was performed to evaluate the results of the fiber measurements. Compression tests using cylinders with a diameter of 10 mm  were userding to .To calculate the strains in the respective plane of the three fiber sensors, a separate determination is required for the uncracked and the cracked state. For all three beams, cracking started between load steps two and three. For the first two load steps, the cross-sectional values for the uncracked state were determined according to  as folloh and the static effective height d (With the reinforcement ratio height d (1)αe=EsStarting from the upper edge of the beam, With The method for the derivation of the geometric quantities according to  is modifTensile and compressive strains crements .(15)My,F. . . applied load per load step according to i. . . load step running index;l. . . effective span according to n and load step i can be calculated.To determine the strain values over the entire beam length, the interpolation coefficient posed in . The intAfter the samples were tested, the raw data from the fiber sensors was processed. The sensor in the matrix of the third beam failed and could not record any data. The results of the individual sensors were evaluated separately for each sample. In general, especially for the measurement on the reinforcement, a good agreement with the limits in the uncracked and the cracked state was found. For the measurements on the concrete surface and in the matrix, the load application caused a disturbance of the concrete structure, which directly affected the strain measurement.The strain curves of the measurements in the concrete matrix are shown in The results of the experimental investigations generally show good agreement between the strain measurement with DFOS and the structural design, although the maximum strains in the crack are underestimated by both calculation methods. The great potential of this measurement method for strain measurement in concrete construction and SHM is particularly evident from the results on the steel reinforcement. However, the measurements on the concrete surface and in the concrete matrix within the compression zone of the concrete also show the suitability of the measurement system. It can be concluded that sufficiently accurate results can be obtained by recommending appropriate application rules and materials.The inhomogeneity and imprecision of the concrete can be potential sources of deviation between the fiber measurement and the structural design. This includes all factors related to specimen preparation, such as variations in composition, consolidation, and curing of the concrete. In addition, the Young’s modulus of both the concrete and the reinforcing steel and the tensile bending strength was determined using approximations from standards and preliminary research results ,53. SimiMeasured values in the area of punctual load application must be viewed critically or excluded. Adjusting or re-positioning would be beneficial here.All aspects of the bonded joint  form the basis for accurate strain measurement and must be performed carefully and professionally.Based on the strain signal, it is difficult or impossible to detect measurement errors due to defective bonded joints. This should be taken into account when using any method that is based on bonding for displacement or deformation measurement, especially under dynamic loading and harsh environment.As with all strain measurement methods, the design of the measurement project and the placement of the sensors in relation to the stresses is a challenge. In addition, the causes of measurement losses, deviations and fluctuations are manifold. In summary, the following conclusions can be drawn from the experimental investigations:Compared to established measurement methods, DFOS offers decisive advantages: optical fibers are dielectric and insensitive to electromagnetic fields. In contrast to point-based measurement methods such as strain gauges, displacement transducers or fiber Bragg grating sensors, any area of the measurement fiber can be used for measurement, so that strain and temperature curves can be mapped over the entire measurement length. The optical fiber can either be bonded to almost any component surface or integrated into the material matrix of the component. This allows the sensor to reliably detect both load conditions due to external loads and deformations due to shrinkage or swelling.Furthermore, DFOS can significantly extend the strain measurement compared to point-based methods. The results of the present investigations indicate an enormous potential in SHM and concrete construction. In addition to the evaluation of the deformation of a component, the prediction and detection of cracks, as well as the monitoring of curing processes, is possible at any point of the measuring fiber. The range of possible applications is enormous: bridges and engineering structures, canals, pipelines and hydraulic structures, as well as roads, can be monitored in a more targeted manner. This would not only make it possible to use existing resources more safely and sustainably, but also to better assess damage in the event of disasters or accidents. In addition to the challenges mentioned above, future research should focus on protecting the sensors from mechanical influences. Although fiber optic cables that are significantly more robust than optical fibers protected only by a coating are already available, the flexibility in mounting the sensors, the cost advantage and the strain sensitivity decrease at the same time. Also efforts in the area of bonded joints should be given high priority. In particular, more research is needed on strain transfer and long-term stability against moisture or chemical attack. The behavior of the bonded joint and the fiber coating at load ranges above the yield strength or under dynamic effects is also still unclear.


Clostridioides difficile infection and antimicrobial resistance. Our study aimed at assessing the magnitude of inappropriate antimicrobial exposures related to UTIs at Jackson South (JSMC) and Jackson North (JNMC) Medical Centers, two mid-size hospitals in the Miami area, to guide future stewardship measures.Antimicrobial Stewardship (ASP) of urinary tract infections (UTIs) remain a challenge as UTIs continue to be over-diagnosed. Lack of documentation of symptoms, unclear clinical indication for cultures and improper culture collection are some of the contributing factors. Thus, over-diagnosis of UTIs leads to unnecessary antimicrobial exposures adding to increased risk of A retrospective chart review of 18% of UTI orders during March 2023 was conducted. The orders were evaluated for four criteria: documentation of UTI symptoms; antimicrobial selection, dose and frequency; treatment duration including antibiotic prescriptions upon discharge and appropriateness of testing. Antibiotic orders were deemed appropriate if all criteria were met. Prescribing pattern was also evaluated for critical care status.A total of 3,472 antibiotic orders were prescribed during the study period of which 10% were indicated for UTI. The study was powered at 95% confidence interval. Inappropriate testing was the most common occurrence at 42%, followed by treatment duration 32%. JNMC prescription orders contributed to 72% of inappropriate treatment length compared to 40% at JSMC. Lack of UTI symptom documentation represented 28% of the cases and lastly antibiotic choice, dose and frequency contributed with 16%. Overall, 36% of the UTI orders were deemed appropriate at JSMC versus 20% at JNMC .The majority of the orders were outside of critical care units for both centers .UTI over-diagnosis has led to inappropriate antibiotic usage. Excessive laboratory testing, prolonged treatment duration and lack of assessment of UTI symptoms were the main opportunities identified. Leveraging algorithm technology for increased compliance with symptom assessment and reduced screening as well as implementation of outpatient prescription stewardship would be beneficial to the health system.Lilian M. Abbo, MD, MBA, Ferring: Advisor/Consultant|Pfizer: Advisor/Consultant|Regeneron: Grant/Research Support|Shionogi: Advisor/Consultant


To assess the effect of new legislation on the dispensing of antimicrobials without prescription from pharmacies in Greece.In-person survey.The study included 110 pharmacies in the greater Athens Metropolitan area.Volunteer collaborators visited 110 pharmacies in the greater Athens Metropolitan area in December 2021 and January 2022. They asked for either ciprofloxacin or amoxicillin-clavulanate acid (6:5 ratio) without providing a prescription, without simulating symptoms, and without offering justification or insisting. Fluoroquinolones have additional dispensing restrictions in Greece. Results were compared to a 2008 study. In 2020, legislation allowed the dispensing of antibiotics from pharmacies only with an electronic prescription, overriding the 1973 forbidding the dispensing of all medications without prescriptions.All pharmacists refused to dispense ciprofloxacin without a prescription. Only 1 pharmacy dispensed amoxicillin-clavulanate without a prescription. Compared to the 2008 study, dispensing of amoxicillin-clavulanate without a prescription dropped from 100% in 2008 to 1% in 2021 and dispensing ciprofloxacin without a prescription dropped from 53% in 2008 to 0% in 2021.A new and enforced law that requires electronic prescribing led to a dramatic reduction of antibiotic dispensing without prescription compared to 12 years ago. Similar initiatives could help solve the problem of antibiotic consumption and resistance in Greece and elsewhere. Assuming no policy changes, global antibiotic consumption in 2030 is forecast to be 200% of the 2015 estimate.Antibiotic resistance is still a major global public health problem due to its impact on morbidity, mortality, and healthcare costs. Despite warnings from international organizations, It is quite common, especially in low- and middle-income countries, and often means self-diagnosis, which is an additional problem. This self-medication is associated with an inadequate use of antibiotics, inadequate dosages, and duration of treatments that increase the risk of resistant bacteria selection.Although many factors can explain these increases in antibiotic use and resistance, the dispensing of antibiotics without prescription in community pharmacies is still one of the most important factors. In a 2008 study by Plachouras et al, which aimed at quantifying dispensing of antimicrobials without prescription in Athens, Greece, researchers procured amoxicillin-clavulanate acid at 100% of the times they asked for it, whereas ciprofloxacin, which required additional special prescription (“justified prescription of administration of newer quinolones”) was dispensed by 53% of pharmacies without a prescription. In 2020, the Greek government readdressed the matter with a new law (4675/2020–FEK54/A/11.03.2020) that made dispensing antibiotics possible only with an electronic prescription and put an end to handwritten prescriptions, without changing the sanctions imposed. “Justified quinolone prescriptions” were also made electronic.In Greece, both the use of antibiotics and resistance rates are high. Since 1973, national legislation exists that forbids the dispensing of any medication, including antibiotics, ‘over the counter’ without a prescription (ND 96/1973–FEK 172/A/8-8-1973).In this study, we sought to determine whether the dispensing of antimicrobials without prescription from pharmacies in Greece has been limited in the 13 years since the earlier study and after the new legislation was passed. In 2021, the greater Athens area had 3,200 pharmacies according to the Pharmaceutical Society of Athens . The number of pharmacies visited in each area were chosen to reflect the respective populations. For General Data Protection Regulation (GDPR) reasons, the PSA declined to provide a list of all pharmacies. Thus, each collaborator was assigned an administrative area, and the pharmacies visited in each area were chosen randomly by the collaborator.Volunteer collaborators visited 110 pharmacies in the greater Athens metropolitan area in December 2021 and January 2022: 2 female medical students, a male nurse, a retired woman, and a male pediatrician. The power analysis for 110 pharmacies was estimated at 86% to detect differences of 20% in changes of antibiotic dispensing between our 2021 study and the 2008 study. Athens had been divided administratively into 5 regions with their respective populations according to the 2011 census  can be purchased without prescription by asking for a package, even though the 1973 law is still effective, regardless of whether the person providing the drug is a pharmacist or another employee. Most of the time, it is unknown whether the person serving customers is a pharmacist; a pharmacist is not always present. It is common practice for pharmacies to stock all kinds of drugs, amoxicillin-clavunate and ciprofloxacin included. All pharmacies are privately owned small enterprises; only pharmacists are allowed to own pharmacies.The voluntary collaborators asked for either ciprofloxacin or amoxicillin-clavulanate acid (6:5 ratio) without providing a prescription or any justification. Amoxicillin-clavulanate acid was selected because it is the most frequently used antibiotic, and ciprofloxacin was chosen because an additional prescription is required. The collaborators were instructed to neither insist, nor pretend any illness or symptom, nor to influence the decision. There was no way of distinguishing between pharmacy employees and pharmacists, and attempting to assess this factor could have compromised the study. The antibiotic was or was not purchased, and the number of pharmacies that dispensed was recorded, along with the reason (if given) for refusing sale and any additional comments made by the pharmacist. In this way, we attempted to duplicate the methodology of the 2008 study. Ethical approval was received before the initiation of the data collection from the bioethics committee of the National and Kapodistrian University of Athens (no. 580/19.11.2021).P value was provided to compare the 2 dispensing periods (2021 vs 2008) due to very low number of cases of dispensing in 2021. Stratified results are also presented for each geographic area.Results are presented with absolute and relative frequencies (%). No statistical test or No data were collected that could lead to the identification of the pharmacies. Volunteers destroyed receipts when antibiotics were provided. Only the area of the pharmacy was recorded , the antibiotic requested, and whether it was given or not.All pharmacists refused to dispense ciprofloxacin. Only 1 pharmacy dispensed amoxicillin-clavulanate. Compared to an equivalent study performed in 2008, dispensing of amoxicillin-clavulanate dropped from 100% in 2008 to 1% and ciprofloxacin dropped from 53% in 2008 to 0%. Dispensing by region and by agent in 2008 and 2021 is shown in Table Our study documented a dramatic change in the dispensing of antibiotics without a doctor’s prescription in the community. In comparison with a prior study in 2008, we only managed to procure 1 box of amoxicillin-clavunate and no ciprofloxacin, compared with 100% and 53% of the times requested, respectively, in 2008. This problem has been described in Greece, Spain, Pakistan, China, sub-Saharan African countries, and elsewhere.Self-medication with antibiotics is a worldwide problem that is adding to the overconsumption of antibiotics and antimicrobial resistance. Although regions of the world vary regarding the extent to which one can procure antibiotics without prescription in community pharmacies, a systematic review has estimated that ∼78% of antibiotic requests are successful. The problem in Spain remained 10 years later. Some similar studies have used simulation of clinical symptoms as a way to provoke the dispensing of antibiotics without prescription. In Greece, in 2008, the problem was so profound that even without a simulation of a clinical condition or offering any other information to the pharmacists, they were successful in acquiring antibiotics every single time when they asked for amoxicillin-clavunate and almost half of the times they asked for ciprofloxacin. In another study in Greece a few years earlier, 74.6% of adults had self-reported to have used non-prescribed antibiotics and 22.7% of parents had administered to their children antibiotics without having a prescription.Laws might exist, but they may not work and may not be enforced. In Spain in 2008, researchers managed to acquire antibiotics without prescription from almost 80% of pharmacies when simulating a urinary tract infection, but they received antibiotics in fewer pharmacies for simulating sore throat or bronchitis. In Saudi Arabia, even though legislation existed, it was only enforced in March 2018 by the Ministry of Health, which threatened to fine violators and have their licenses revoked. In Chile, enforcement of existing laws decreased antibiotic sales by 43%. Training pharmacists, but also the public, can aid in tackling the problem of self-medication with antibiotics. Television and other media can be used to reach a great number of people and educate them on the pitfalls of self-medication with antibiotics.Some countries have successfully reduced antibiotic consumption without prescription with the implementation of restrictions. Mexico introduced legislation that required pharmacies to retain and register antibiotic prescriptions, and Brazil required pharmacies to keep copies of the prescriptions. When the new law passed, the country’s pharmacists were warned by their national and local associations to conform to the new law because inspections would be imminent and should be expected. This warning showed the government’s intention to enforce the new law.In Greece, relevant legislation existed since 1973. We are not certain why the 2020 legislation was successful and the previous law was not. One possibility is that electronic prescribing, which started in 2011, was helpful in enforcing the new law. The need for the new legislation obviously indicates that the old law was not effective, and European Centre for Disease Prevention and Control (ECDC) data on community antibiotic consumption seem to support this. In 2009, the consumption rate was 34.6 defined daily doses per 1,000 inhabitants per day (DDD), and this rate was >30 DDD from 2015 throughout to 2019. Consumption rates <30 DDD were only documented between 2012 and 2014, following the 2011 implementation of electronic prescribing in Greece. However, a cause-and-effect relationship cannot be assumed.Our study was conducted in Athens, a metropolitan area; thus, results might not be generalizable for all of Greece. Personal relationships in rural areas could allow for more relaxed dispensing, but the pharmacist would need to provide an electronic prescription, perhaps with the aid of a complicit local doctor. Our study only assessed the dispensing without a prescription; we were unable to measure whether there was an increase in antibiotic prescribing compared to previous years as a result of the enforcement of new legislation. Not having a prescription and not pretending illness or symptoms could have hindered the success in procuring antibiotics without prescription. Not knowing whether the person refusing the antibiotics was a pharmacist is another limitation. The 2008 study we used for comparison had more or less (if not exactly) the same limitations. No published data on antibiotic dispensing without prescription prior to the new legislation are available; thus, no real baseline measurement exists. However, the ECDC data on community antibiotic consumption, although not comparable directly, show stability if not increases 2015 and 2019.In Greece, a country plagued by high antimicrobial resistance rates and consumption of antimicrobials, a new law requiring electronic prescribing led to the dramatic reduction in antibiotic dispensing without prescription compared to 12 years earlier. Further studies in rural areas, with or without scripts, and comparison of administrative data for prescription patterns over the last decade could be helpful in acquiring a deeper understanding of this change. Similar initiatives could aid to battle Greece’s problem of antibiotic consumption and resistance.


Due to the rapid increase of pollution around the world, the disposal of waste materials such as granite powder (GP), iron powder (IP), brick powder (BP), and waste plastic particles (PP) is a major environmental problem in the entire world. Utilizing these industrial waste materials has many advantages for the construction industry regarding cost-effectiveness and the sustainability of natural resources. This investigation examined the addition of GP, IP, BP, and PP as a fine aggregate with ratios of 5%, 10%, 15%, and 20% of sand in producing and assessing sustainable concrete. The static properties, i.e., compressive, tensile, flexural strength, and dynamic properties using the drop-weight impact test, were evaluated of such materials. The results showed that using IP as a partial replacement enhances both static and dynamic properties of concrete; the enhancement kept increasing up to 20% of IP, and the compressive, tensile, flexural strength, and impact energy increased by 8.4%, 12.5%, 8.5, and 125%, respectively. Therefore, IP can be suggested to replace sand by up to 20%. Using PP up to 15% enhanced the impact energy at failure by about 225%. It also observed that the optimum value for GP and BP was 10%. When using 10% GP the increase in the compressive, tensile, flexural strength, and impact energy was 11.7%, 25%, 21.5%, and 100%, respectively, while it increased by 12.9%, 7.6%, 15.4%, and 63% respectively when using BP. On the hand, the massive use of the natural material is diminished, and the cost increases over time8. Several studies have emphasized the problem of the high consumption of natural materials and recommended using various wastes to produce sustainable construction materials22.Sustainability is achieving our needs without consuming non-renewable resources. Since construction is one of the largest fields consuming limited resources, sustainability has recently accelerated due to non-renewable resource constraints23 examined the effect of replacing sand with iron powder (IP) partially on the mortar's mechanical properties; the replacement ratios were 0, 5, 10, 15, 20, 30, and 50%. This study concluded that the optimum value of IP was 30%. Noori et al.24 investigated the influence of replacing 6%, 12%, 18%, 24%, and 30% of the fine aggregate with IP on the concrete strength. The results showed that the concrete strength increased with the replacement ratio up to 12%. Dhanabal et al.25 investigated the influence of replacing 30% of sand with iron ore tailing constant for all mixes and 0%, 10%, 20%, and 30% of cement with glass powder (GP) on the strength and durability of concrete. The research suggested using 10% GP and 30% iron ore tailing, which enhances the concrete strength. On the other hand, water absorption and workability decreased with the increase in GP25. Rao et al.26 investigated the influence of replacing 20% of sand with ground granular blast furnace slag and cement with 6% nano-silica and 10% rice husk ash on the strength and durability of concrete. Ghannam et al.27 replace 5%, 10%, 15%, and 20% of sand with granite powder (GP) and IP. They concluded that 10% was the optimum value of GP. On the other hand, using 20% of IP was the best ratio for increasing the concrete strength. The same conclusion was made by Abraham28. Mhamal et al.29 studied the effect of using marble powder and GP to partially replace fine aggregates in concrete. A mixture of marble and granite in the ratio of 0.5:0.5 was used to replace sand with different percentages; 10%, 20%, 30%, 40%, and 50% by weight. The results showed that a 20% replacement ratio of fine aggregate with marble and granite increased the compressive strength by 32% compared to conventional concrete; considering the cost of sand, it saved about 20–40% of the sand cost. Kala30 replaced the sand with 25% of GP in concrete. Salvi et al.31 replaced 0%, 5%, 10%, 20%, and 30% of fine aggregate with GP to study its effect on compressive strength. The test results showed that compressive strength increased up to 10% of GP; after that, compressive strength decreased with increasing GP%. The research stated that the replacement of granite powder reduces the usage of sand and enhances natural resources. Prakash et al.32 used recycled plastic particles (PP) to partially replace fine aggregates with ratios (0%-20%) by weight to study concrete's strength. The test results showed that the strength decreased with increasing waste PP. Waste PP showed better resistance to abrasion when compared to the control mix; it showed that the addition of waste plastic didn’t affect the workability; from the carbonation test, it was observed that the depth of carbonation when used (2.5–12.5%) of PP was lower than or equivalent in case of water cement ratio 0.4 and 0.3, on the other hand, the least amount of carbonation obtained when using 7.5% to 10% of PP. Amaluet al.33 used 10–20% PP in concrete. The concrete strength decreased with the increase of PP. PP increases workability because plastic has lower absorption of water in concrete33. Shyam et al.34 studied the benefit of replacing 5%, 10%, 15%, and 20% of sand with waste plastic (High-Density Polyethylene powder) on compressive, split tensile, or flexural strength, either non-destructive test of hardened concrete, based on the results compressive, flexural, and split tensile strength decrease with the addition of waste plastic after 5%. Replacement of 5% waste plastic increased the compressive, flexural, and split tensile strength of 16.6%, 46.34%, and 22.8%, respectively; the workability decreased with increases in waste plastic34.Miah et al.Since there is a variance in the replacement ratios used by researchers and disagreement in the optimum ratios, it was necessary to study the most used ratios and confirm their results. On the other hand, since the dynamic properties have not been studied extensively, it was necessary to cover this part with different wastes. Therefore, and complementary to previous studies, this research aims to carry out a scientific search on using waste materials in concrete as a step towards sustainability in construction. The researchers studied the effect of using GP, IP, brick powder (BP), and waste PP as a partial replacement of sand with ratios 5%, 10%, 15%, and 20% on the concrete strength under static and dynamic loadings. Furthermore, the novelty of this work is studying the compressive strength of mortar with the complete replacement of sand (100%) by these wastes.Type I Ordinary Portland cement grade 52.5N was used according to ASTM C494. Dolomite with a maximum nominal size of 20 mm was used as a coarse aggregate, the specific gravity of the dolomite was 2.61, and the fineness modulus was 4.32. Natural local siliceous sand with a specific gravity of 2.55 and fineness modulus of 2.73 was used. Waste materials; GP provided from the crushing and polishing of granite, IP provided by steel industries, BP supplied from the manufacturing of bricks, and waste PP of Polyethylene terephthalate, as shown in Fig. Two sizes of cubic specimens were cast and tested to determine the compressive strength of both mortar and concrete. Twenty-five cubes of dimension 75 × 75 × 75 mm using different fine aggregates, i.e., sand and complete replacement of waste materials, GP, IP, BP, and PP, as shown in Fig. The mix proportions of the mortar with sand and different alternative materials are listed in Table This article does not contain any studies with human participants or animals performed by any of the authors.The influence of total sand replacement by GP, IP, BP, and PP on the compressive strength of mortars after 28 days is listed in Table 23. On the other hand, replacing the sand with BP and PP decreased the compressive strength of mortar by 7.1% and 39.7%, respectively see Fig. 35. They stated that plastic has poor bonding properties or low adhesion, leading to a weak bond between PP and cement and decreasing compressive strength35. The same trend of results obtained in the compressive strength of concrete, as mentioned in the next section, the shape of failure of the mortar cubes were shown in Fig. The compressive strength of sand mortar was 18.4 MPa; replacing the sand with GP gives nearly the same results as sand mortar, as shown in Fig. fc, of the cubic specimens was determined after 28 days of curing; the fc results for control specimens and specimens with different percentages of GP, IP, BP, and PP were listed in Table The compressive strength, fc values of concrete when using 5% and 10% ratios; the same results were observed by31. The increase in strength ranged from 5.7% for GP-5 to 11.7% for GP-10 and increased from 2.7% to 12.9% for BP-5 and BP-10, respectively. The increase of the fc to 10% might cause by the small particles size of GP and BP compared with sand particles, as seen in Fig. fc to control mix when using 15% and 20% ratios; this means that the optimum percentage of GP and BP to achieve the maximum increase in fc was 10%. Close to these results, using 15% of GP in concrete has a small enhancement effect, and 20% of GP gives an ineffective reduction in the fc.As seen in the figure, increasing GP and BP ratios increase the 15 found that 10% GP is an optimum ratio to use in concrete; the decrease in compressive strength after 10% because of the increasing specific area and angular texture of granite powder, which leads to a noticeable loss in workability of the concrete resulting poor compaction, so increases in porosity which led to the decreasing in compressive strength15. Siva et al.36 observed that using 10% GP increased compressive strength by 40% compared to conventional concrete and using 20% and 30% GP increased compressive strength by 24% and 4%, respectively, compared to conventional concrete.Vijayalakshmi27. He27 found that the compressive strength increased by 13.1%, 19.0%, 32.7%, and 33.2% when using IP with ratios of 5%, 10%, 15%, and 20%, respectively. He stated that the increase in compressive strength may be caused by the surface geometry, the gradation, and the higher percentages of iron oxide27. However, Miah et al.23 found that replacing 5%, 10%, 15%, 20%, 30%, and 50% of IP increases the compressive strengths of mortar at 28 days by 12.8%, 25.8%, 26.7%, 29%, 29%, and 9.3%., respectively.On the other hand, using IP as a sand replacement increased the concrete's compressive strength; the strength increased by 3%, 5.7%, 4.3%, and 8.4% for IP-5, IP-10, IP-15, and IP-20, respectively. Using IP gives an increasing effect at all ratios; the same observation was obtained in mortar. Full replacement of sand by IP enhances the compressive strength of mortar which increase by 10.3%; this means that the optimum percentage of IP was 20% to achieve the maximum enhancement in concrete; the same observation was obtained by Ghannamfc in all ratios; the fc decreased by 15.6%, 23.4%, 27.8%, and 31.7% for PP-5, PP-10, PP-15, and PP-20, respectively. The same trend was obtained in the fc of mortar which decreased by 39.7% when the sand was fully replacement by PP; this means that the PP is not effective to be used in concrete because of poor bonding properties between PP particles and mortar due to the smooth and regular surface, the same results were obtained by34.On the contrary, using PP as a replacement of sand decreased the ft, was determined using cylinder specimens tested after 28 days; the results are listed in Table The concrete’s splitting tensile strength, ft results exhibited the same behavior of compressive strength as shown in Fig. ft for mixes GP-5, GP-10, BP-5, and BP-10, which were increased by 9.38%, 25%, 1.34%, and 7.59% respectively. The results showed that the optimum percentage of GP and BP to achieve the maximum enhancement in ft was 10% compared to control mixes, the same results obtained by31. After this ratio, increasing GP and BP contents led to a decrease in ft of concrete; the ft of mixes GP-15, GP-20, BP-15, and BP-20 decreased by 4%, 21%, 6.3%, and 6.7%, respectively.The ft of the concrete with IP replacement material was similar to compressive strength except for IP-5, which gives nearly the same strength as the control mix; the ft of mixes IP-10, IP-15, and IP-20 was increased by 1%, 6.3%, and 12.5% respectively. IP-20 gives a higher rate of enhancement in ft compared to compressive strength; the same observation was obtained by Ghannam27.Furthermore, the behavior of the ft of concrete with PP continued to decrease with the increase in PP ratio; the ft decreased by 15.6%, 21.4%, 25%, and 25% for mixes PP-5, PP-10, PP-15, and PP-20 respectively. The same results were obtained in compressive strength caused by the weakness in the bond between the plastic particles and mortar. The same results were reported in33.On the other hand, the results showed that the ff, of the concrete was determined using a beam specimen of 10 × 10 × 50 mm. The ff results are listed in Table The flexural strength, ff of the concrete; in BP mixes, BP-5 and BP-10 give nearly the same enhancement of 16.5% and 15.4%, respectively. In contrast, BP-15 and BP-20 show similar values of the ff of the control mix. The ff of IP mixes continued to increase with the increase of IP ratio; the ff increased to reach 8.5% in the IP-20 mix. The optimum percentage of GP to achieve the maximum increase in ff was 10% which increased by 21.5%, while the ff of GP-15 and GP-20 decreased by 2% and 7.6%, respectively.As seen in Fig. ff behavior of PP concrete mixes. It is clear that the ff exhibited the same behavior of compressive strength and splitting tensile strength except for PP-5, which increased by 2%; the ff of PP-10, PP-15, and PP-20 decreased by 19.2%, 20.4%, and 27% compared to control mix, this either may be due to weakness bond observed between PP and the concrete which lead to a reduction in the strength values.Figure IE) was determined and listed in Table 39:N was the number of blows, m was the mass of the drop hammer (4.54 kg), g was gravity acceleration (9.81 m/sec2), and h was the height of the drop hammer (0.457 m).The impact strength was determined using the drop-weight impact test. The number of blows required for the first crack that occurred at the specimen's top surface was recorded. Also, the number of blows required for the ultimate failure was recorded. The first crack was determined by visual observation, while the ultimate failure is defined in terms of the number of blows required to open the cracks in the specimens enough to enable the collapsed pieces to touch three of the four lugs on the base plate, Fig. IE on the first crack (IEi) and failure (IEf). It is clear that the number of blows then the impact energy at first crack and failure increased with increasing the GP and BP ratio to 10%. Using 5%, 10%, 15%, and 20% of GP increases the impact energy at first crack by 84%, 134%, 100%, and 67%, respectively, and the impact energy at failure by 63%, 100%, 63%, and 50%, respectively. 10% GP has the best enhancement in impact energy at both the first crack and failure. On the other hand, using BP with ratios 5%, 10%, and 15% increases the impact energy at first crack by 33%, 67%, and 17%, respectively, and the impact energy at failure by 38%, 63%, and 13% respectively. 20% of BP decreases the impact energy at the first crack and is close to the control mix at failure. The same observation is that 10% of BP has the best enhancement in impact energy at both first crack and failure as GP. The IE followed the same compressive, splitting tensile, and flexural strength trend. It can be concluded that 10% of GP and BP is the optimum percent that gives the maximum enhancement ratio.Table IE even by 15% replacement percent; it was the optimum ratio; the increase in IE for the first crack and failure was 150% and 125%, respectively. Unusually using 20% of IP decreases the numbers of blows and IE compared to other ratios. The maximum enhancement in the number of blows and IE when using PP with 15%.Using 5%, 10%, 15%, and 20% of IP as a partial replacement of sand increases the impact energy at first crack by 67%, 100%, 150%, and 84% and at failure by 63%, 88%, 125%, and 88% compared to the control mix. IP increased the number of blows and IE, unlike the other mechanical properties. Noticeably significant improvement in impact energy at both first crack or failure when using PP partially replaces sand. Using 5%, 10%, 15%, and 20% of PP increases the impact energy at first crack by 100%, 200%, 234%, and 184%, respectively, and at failure by 113%, 175%, 225%, and 175%, respectively, compared to the control mix. PP shows positive behavior against impact loading due to the flexibility of the PP. The flexibility was attributed to PP's high ductility and a high potential for absorbing energy, which improves the concrete ductility and leads to absorbing the impact load, as obtained by40. The optimum ratio which gives the maximum enhancement was 15%, but the main disadvantage is the reduction in the compressive strength when increasing the PP replacement ratio. It is highly recommended to be used in construction subjected to impact load.Using PP increases the fc, splitting tensile strength, ft, flexural strength, ff, and impact energy IE of concretes containing GP, IP, BP, and PP as a partial replacement of sand were studied, and the following conclusions can be drawn:All wastes except PP succeeded in completely replacing fine aggregate and getting reasonable compressive strength of mortar.The IP mortar showed the highest compressive strength, equal to 110.3% of the control mix, due to the IP advantages of IP in strength, surface texture, and shape.Using IP as a partial replacement of sand in concrete showed good enhancement in all mechanical properties studied; compressive, splitting tensile, flexural strength, and impact energy compared to the normal concrete.The mechanical properties of concrete increased with the increase of GP and BP ratios. The optimum value is obtained at a 10% replacement ratio; after that, increasing the replacement ratio of GP and BP decreases the mechanical properties of concrete.The compressive, splitting tensile, flexural strength, and impact energy of GP mixes increased by 11.7%, 25%, 21.5%, and 134% for the first crack and 100% for failure, respectively, when using the optimum ratio of 10% of GP, using the optimum ratio of 10% of BP. Increase the compressive, splitting tensile, flexural strength, and impact energy by 12.9%, 7.5%, 15.4%, and 67% for the first crack and 63% for failure, respectively.Although using PP as a partial substitute for sand reduces the mechanical properties of concrete, it significantly affects the enhancement of impact energy. Impact energy increased by 234% for the first crack and 225% for the failure when using 15% PP.The current study shows the viability of producing concrete with waste materials. This will motivate producers and environmental organizations to gather and store these wastes. Future studies should also examine the life-cycle costs of using these waste materials.The mechanical properties, i.e., compressive strength,


The diagnostic performance of PLA2R and IgG subclass staining of kidney biopsies relative to anti-PLA2R seropositivity in the differentiation of primary and secondary membranous nephropathy  was examined. Besides PLA2R staining – which has a lower specificity than anti-PLA2R antibody serology – there is insufficient knowledge to decide which IgG1-4 subtype immunohistological patterns  could be used to distinguish between pMN and sMN.87 consecutive Hungarian patients  with the biopsy diagnosis of MN were classified clinically as pMN (n = 63) or sMN (n = 24). The PLA2R and IgG subclass staining was part of the diagnostic protocol. Anti-PLA2R antibodies were determined by an indirect immunofluorescence test in 74 patients with disease activity.For pMN, the sensitivity of anti-PLA2R seropositivity was 61.1%, and the specificity was 90.0%; and similar values for PLA2R staining were 81.0%, and 66.7%, respectively. In all stages of pMN, IgG4-dominance was the dominant subclass pattern, while the second most frequent was IgG3/IgG4-codominance. The sensitivity and specificity scores were: IgG4-dominance 52.2% and 91.7%, IgG4-dominance/IgG3-IgG4-codominance 76.2% and 87.5%, IgG4-dominance/IgG1-IgG4-codominance 64.2% and 75%, and IgG4-dominance/codominance with any IgG subclass 92.1% and 70.8%, respectively. Anti-PLA2R seropositivity, glomerular PLA2R, and IgG4-dominance/codominance significantly correlated with each other. The IgG4 subclass was rarely encountered in sMN.In our series, IgG4-dominance had the highest specificity in the differentiation of MN, just as high as that for anti-PLA2R seropositivity. The specificity values of PLA2R staining and IgG4-dominance/codominance with any IgG subclass or IgG4-dominance/IgG1-IgG4 codominance were ≤ 75%. Apart from IgG4 dominance, IgG4-dominance/IgG3-IgG4-codominance also had good statistical value in differentiating pMN from sMN. As IgG subclass switching during the progression of pMN was not the feature of our cohort, pMN in Hungarian patients is presumed to be an IgG4-related disorder right from the start. Although anti-PLA2R seropositivity has become the cornerstone for diagnosing pMN, if a kidney biopsy evaluation is conducted, besides the staining of PLA2R antigen, the evaluation of IgG subclasses provides relevant information for a differential diagnosis. Even in cases with IgG4-dominance, however, malignancy should be thoroughly checked. Membranous nephropathy (MN) is the most frequent cause of the nephrotic syndrome in non-diabetic adult patients worldwide , charactpMN is responsible for 75–80% of cases of MN diagnosed in a kidney biopsy, and the vast majority are associated serologically with autoantibodies against a transmembrane glycoprotein of podocytes, the phospholipase A2 receptor (PLA2R) . The preWith sMN, it has an underlying disease association, such as systemic lupus erythematosus (SLE), infection, drug exposure or malignancy, and it is usually resolved once the cause is eliminated. Certain biopsy features are not typical for pMN, such as deposits positive for IgA, IgM, and C1q as in class V lupus nephritis, or the dominant IgG subclass is not IgG4, or the distribution of deposits is subglobal as in some cases with malignancy-associated MN , 8. The The demonstration of circulating autoantibodies against PLA2R has become the standard process in the differentiation of pMN from sMN . NeverthIn the renal biopsy material of Ohio State University Medical Center (USA), early (stage 1) pMN tended to be IgG1-dominant and PLA2R-negative, and later stages (stages 2 to 4) tended to be IgG4-dominant and PLA2R-positive . The chaPatients. Between 2011 and 2022, the evaluation of the renal biopsy samples of 87 adults led to the diagnosis of MN. The patients resided in the south-eastern part of Hungary. 84 were Caucasians, and 3 were Romas. A complete panel for autoimmune serology, hepatitis and HIV serology was performed to exclude SLE, other systemic autoimmune diseases and virus-associated MN. Malignancy was screened in each case via chest X-ray, abdominal ultrasound, gynecologyical/urological examinations (including a prostate specific antigen test), mammography, a fecal occult bleeding test and panendoscopic evaluation of the gastrointestinal tract in individuals above 40 years. After a thorough review of the patient’s medical history, drug-induced MN was also excluded. MN was assigned clinically to either pMN  or sMN . The median follow-up time was 56 months (range: 1 to 276 months). In the pMN group, 5 patients died for different reasons 1 to 8 months after the diagnosis of MN; systemic autoimmune disease or malignancy did not emerge. The patients’ demographic and clinical parameters are shown in Table Evaluation of kidney biopsies. Samples obtained via an ultrasound-guided percutaneous kidney biopsy procedure were processed by standard techniques for light microscopy, direct immunofluorescence (IF) on frozen sections with FITC-conjugated antibodies against IgG, IgA, IgM, C3, C1q, kappa, lambda, and fibrinogen , and electron microscopy. If granular peripheral IgG staining indicating MN was observed on IF, the case was further investigated with FITC-conjugated antibodies to IgG1-4  and PLA2R antigen . The staining intensity was assessed and photographed at 10x objective lens magnification and graded semiquantitatively on a scale of 0 to 3 +  at the time of diagnosis (n = 69) or in the case of a relapse (n = 5). An indirect IF semiquantitative assay (Euroimmun US) was used to detect circulating anti-PLA2R antibodies. Serum samples were diluted at 1:10, and those found to be positive at 1:10 dilution were further diluted and evaluated. The results of the test given in this paper appear as either positive or negative.Statistical analysis. Continuous variables with a normal distribution were presented as the mean ± standard deviation and were compared using Student’s t-test. Categorical variables were described in percentage terms and the association between groups was analyzed using the Fisher exact test. A non-parametric Spearman rank correlation analysis was carried out to investigate the relationship among anti-PLA2R seropositivity, PLA2R antigen staining and patterns of IgG subclass variables. Also, the median follow-up time and its interquartile range were computed. A p value < 0.05 was treated as statistically significant.Among patients assigned to pMN, 61.1% displayed anti-PLA2R seropositivity and 81.0% displayed PLA2R antigen staining positivity. 4 patients with PLA2R-negative pMN were tested for anti-thrombospondin 7 A-seropositivity, with a negative result (note: this test at our institution has been available since 2020).In 3 patients out of the 24 placed in the sMN group . In pMN, C1q positivity was mainly associated with cases of IgG3-IgG4-codominance  The patient develops a spontaneous serological remission or has an undulating serum level of anti-PLA2R antibody, while the PLA2R antigen is still demonstrable in glomerular immune deposits . (2) Accwe observed a striking IgG4-dominance in all stages of pMN, followed by IgG4-dominance/IgG3-IgG4 codominance distribution pattern. Consistent with our findings, the IgG4 subclass dominated all the stages of PLA2R-associated MN in patients from Beijing, China [pMN is a predominantly IgG4-related disorder right from the start in Hungarian patients. One of our reviewers had the opinion that this conclusion is overstated without investigating repeat biopsies or measurements of IgG1 and IgG4 antibodies in patients’ serum. Indeed, these results would be of value here, but the clinical situation did not necessitate repeating the renal biopsy procedure and/or a subclass-specific analysis of anti-PLA2R antibodies. Probably for similar reasons, however, none of the publications of Huang et al. from Columbus, USA [In summary, an IgG subtype analysis and a glomerular PLA2R staining support the differentiation of pMN from sMN, and IgG4 subclass dominance has the highest specificity score in our cohort.In 2016, investigators from the USA  and Ching, China . In the g, China . While wbus, USA , Dong etbus, USA  from Chibus, USA  from JapIn agreement with the IgG subclass distribution pattern of pMN, C1q-positivity was obviously not characteristic for pMN in our cohort, since IgG4 cannot bind C1q, a major precursor in the classical pathway. The lectin pathway might be involved in complement activation in pMN , activatMalignancy-associated MN is a challenging subset of MN. Pathologically, an increased number of leukocytes in glomerular capillaries , the domIgG4-dominance was exclusively a feature of pMN in Hungarian patients.In our series, the clinicopathological features of T-ALL and concurrent MN negative for THSD7A and NELL1, and segmentally and mildly positive for PLA2R indicated true paraneoplastic MN, although the exact pathogenetic link between the leukemia and MN remained unexplored. In the case of a 66-year-old man with PLA2R antigen-positive, IgG4-dominant, stage 3 MN and glomerular leukocytosis, and metastatic squamous cell carcinoma of the oral cavity one year after the diagnosis of MN, the results obtained were not enough to conclude whether the patient had PLA2R-associated pMN with coincidentally discovered malignancy, or the malignancy induced the formation of anti-PLA2R autoantibodies that resulted in MN. Since the proteinuria did not respond to conventional therapy of MN, we felt that the case should be placed in the sMN group. Lastly, we had the case of a 53-year-old man with non-differentiated collagenosis in whom concurrent crescentic IgA glomerulonephritis and stage 4 IgG4-dominant MN with mildly intense positivity of PLA2R antigen were found. Because of the features of non-differentiated collagenosis, the case was included in the sMN group, although it might just represent the coincidence of two primary renal diseases. If we assigned the last two patients erroneously, and they were clear examples of pMN, then 2, if anti-PLA2R serology is positive and there is no evidence of a secondary cause or diabetes. Among the serologically evaluated 74 MN patients, 6 patients had anti-PLA2R positivity and normal eGFR (> 90 ml/min./m2). However, immunosuppressive treatment was initiated in all of them, so on basis of the KDIGO protocol [the diagnosis of MN still necessitates the evaluation of the kidney biopsy sample in the majority of patients. The good point of our study was that we compared the statistical value of widely available immunohistological methods in the differentiation of pMN and sMN. Previously there was no direct comparison of the specificity of IgG4-dominance and different IgG4-dominance/codominance patterns and there was little knowledge about the comparison of PLA2R-based diagnostics  and IgG1-4 subtype evaluation. The limitations were that most sMN cases were lupus MN, the number of malignancy-associated MN was low, and the antigen status was not always complete.The KDIGO 2021 Clinical Practice Guideline for the Management of Glomerular Diseases  stated tprotocol  they werprotocol , the bioIn conclusion, in the retrospective cohort of MN patients from Central-Eastern Europe, anti-PLA2R serology had a lower sensitivity score for pMN than that given in most of the publications; however the specificity of seropositivity was comparably high, hence it has a definite value in the classification of MN. On reevaluating the biopsy indication of our cases on the basis of new non-invasive approaches, the biopsy procedure had to be performed or it should have been considered in most of the cases. With a histological evaluation, PLA2R staining alone had a lower specificity score than that for serology. Nevertheless, we recommend that it be supplemented with an IgG subtype analysis, since IgG4-dominance, followed by IgG4-dominance/IgG3-IgG4-codominance offers high specificity in differentiating pMN from sMN. However, malignancy should still be carefully looked for. The possibility of an IgG1 to IgG4 subtype switch during the progression of pMN was not demonstrated in the Hungarian cohort.The classification of MN into primary and secondary is on the way to being replaced by the antigen detected , because


This paper presents the analysis of how ISP slag addition affects the effectiveness of chloride extraction from self-compacting concrete. Corrosion processes were initiated by chloride ions added to concrete by the method accelerated with an electric field. Corrosion of reinforcement was monitored using the method of linear polarization resistance (LPR). Polarization measurements of steel reinforcement and chloride profiles were analysed to evaluate the effectiveness of electrochemical extraction. Microstructural analysis was conducted on a specimen of concrete after migration and extraction of chlorides. The presence of chloride ions and the application of an electric field during migration were tested with respect to the changed microstructure of concrete evaluated on the basis of image analysis using a scanning electron microscope (SEM). The research contributes to a better understanding of the corrosion processes caused by the presence of chloride ions in concretes in which ISP slag was used as a substitute for sand in various amounts. Thanks to the treatments of concrete with already corroding reinforcement bars, it can be concluded that the moderate replacement of sand with ISP slag limited to 25% allows for the effective inhibition of corrosion processes taking place in these concretes. However, it is not possible to completely withdraw already started corrosion processes in steel. The observations of the microstructure of concrete in which sand was completely replaced with ISP slag indicate that after prolonged use of the chloride extraction process, we can expect a change in the microstructure and the formation of ettringite, which may cause the concrete structure to burst. The obtained information will contribute to the development of modelling methods for chloride ion extraction from a wide range of currently used concretes. Degradation of reinforced concrete structures can be caused by various environmental factors: concrete carbonation, penetration of chloride ions, effect of sulfate ions, freezing and thawing cycles, etc. The effects of deicing agents, carbonation and seawater cumulate in the urban and marine environments, such as big harbours. Chloride salts for deicing used in urban areas have a negative impact on transport infrastructure .2O3·0.5CaSO4·0.5CaCl2·10(11)H2O) and Friedl’s (3CaO·Al2O3·CaCl2·10H2O) salts are commonly known to be formed during the hydration of cement in the presence of chloride ions. These salts are considered to be AFm phases, that is, phases of hydrated calcium aluminate /[OH] ≤ 0.6), which is used to identify the corrosion risk of rebars in concrete . pR—polarization resistance of a material—is determined by defining the slope of the potential curve versus the current function. This resistance can be then used to determine the Tests on changes in chloride concentrations in concrete were performed simultaneously with monitoring corrosion processes of reinforcement in the concrete specimens. They were monitored with the method of linear polarization resistance (LPR), which is employed for testing the corrosion of materials to obtain data on corrosion rate. In this method, material is polarized, usually of the order of ±10 mV, with respect to the open circuit potential   3  was placl, Ag) 3 . This poElectrochemical testing of LPR was preceded by potential stabilization for 1 ÷ 2 go-hours, followed by direct-current potentiodynamic testing in the range of −150 mV to +100 mV with a potential change rate of 1 mV/s.I and active surface of electrode A) was obtained by registering the changes in potential as a function of system response expressed as current density. The model used for describing corrosion assumed that the rate of both cathodic and anodic processes was controlled by reaction kinetics of electron transfer on the metal surface. It usually occurs in cases of corrosion reactions. The electrochemical reaction controlled by kinetics conforms with the Tafel equation:I—current produced by electrochemical reaction, I0—exchange current, E—electrode potential, E0—equilibrium potential defined at the electrochemical reaction, and β (V/decade)—Tafel coefficient.The polarization curve (current density is a quotient of current intensity I (A)—current measured in the corrosion cell, By combining the Tafel equations for anodic and cathodic reactions in the corrosion system, we obtain the Butler-Volmer equation:I versus E is known as the Tafel plot. The conventional analysis of the Tafel plot is conducted by extrapolating linear parts of the logarithmic diagram of current versus potential until their intersection. This intersection determines If the potential induced by the potentiostat is not close to The current-voltage curve in the vicinity of A numerical fit of the curve yields a value for the polarization resistance, A during time t:k—electrochemical equivalent and The density of corrosion current unequivocally specifies the corrosion rate of steel because, according to the Faraday’s Law, the mass of decrements Microstructural analysis was conducted on a specimen of concrete after natural diffusion, migration and extraction process of chlorides. The analysis was based on microscopic images taken by a scanning electron microscope (SEM). The presence of chloride ions and the application of an electromagnetic field during migration were tested with respect to changes in the microstructure of the concrete. The microstructure of concrete Z100 (100% of slag addition with reference to sand content) was analysed in two configurations: (1) without electric field and chloride ions, and (2) with electric field and chloride ions. The test was performed on material obtained by cutting off ca. 1.3 cm thick slices from the area of the analysed cylindrical specimens (corresponding to the area of chloride ion penetration). The slices were then crushed and the image analysis using SEM was conducted at the dry-polished or unpolished fracture a. FigureThe analysis was performed using the energy-dispersive X-ray spectroscopy (EDS) in SEM.After all the tests were performed, we proceeded to analyse and discuss the results obtained, as shown in the section below.The fundamental method for evaluating effectiveness of the performed extraction is a drop of chloride ion concentration in the concrete. Diagrams in The analysed Hausman criterion e–h demone (m2/s))—coefficient of chloride extraction—was determined, as in [Based on concentrations of chloride ions determined for the analysed types of concrete, the value ) of the extraction coefficient at three different times , the theoretical linear change in that coefficient was assumed for two time intervals from 1 to 14 days and from 14 to 28 days of extraction. Linear functions expressing a change in the extraction coefficient are illustrated in e (m2/s)) were calculated after the extraction times 168, 504 and 600 h using a relevant linear equation describing these changes—cf. Correspondingly, using previously determined values  probability of corrosion for all types of the analysed specimens due to the mean intensity of corrosion current  were taken after 6 months from storing the specimens under laboratory conditions. After that time, measurements of corrosion current indicated high corrosion for two types of concrete, whereas the mean value f corrosion current (Another measurement (E2) was taken after 7 days from extraction (and after 7 days from switching off the electric circuit). A drop in values of corrosion current was observed only for concrete Z0 and Z100, whereas the measured values of corrosion current increased for concrete Z25 and Z50. Only after another (E4) 14-day extraction, the majority of concrete types demonstrated a drop in the mean value of corrosion current , Z25 (a drop by 90%), Z50 (a drop by 55%) and Z100 (a drop by 63%). In the case of concrete with a lower content of ISP slag, extraction was found to be more effective. The trend observed in ,48 was aIt also should be noticed that measurements of corrosion current taken a week after completed migration or extraction, as well as the next measurements taken 2 weeks after completing these processes, were different from each other; the range of these differences was within a range of <−0.12–2.43> for migration and <−8.98–7.41> for extraction.The analyses of chemical composition changes in the micro-areas of the analysed concrete samples using the EDS technique are important for the course of chloride migration processes. Analysis of the change in the mass content of chlorine in the analysed sections of the concrete samples before and after extraction at a distance from the surface was performed. Changes in chloride steepness were performed on grinds a,b at diThe concentration change function for chloride ions  confirms2·CaSO4)·32H2O). Only at point A (2-H2O).Similar needle-shaped crystals were observed at a depth of 2 mm in both concretes subjected to migration a and extThe greatest differences in the structure were observed at a depth of 4 mm. Prior to migration, there were characteristic plates in the shape of octagonal portlandite elements c with a At a depth of 6 mm from the specimen edge, crystals were observed in the shape of hexagonal plates with a similar elemental composition, indicating the presence of portlandite both in concrete subjected to migration a and aftA 14-day electrochemical extraction clearly reduced the concentration of chloride ions at the reinforcement surface in concretes Z25, Z50 and Z100. Another 14 days of desalination only slightly reduced the concentration of chloride ions;A different trend was observed only for concrete Z0, where extending extraction by another 14 days considerably reduced the concentration of chloride ions.The observed changes in concentration of chloride ions after the process of extraction leads to the following conclusions:These observations indicated that extended extraction for concrete with ISF slag addition was not effective for reducing the concentration of chloride ions in these types of concrete.Corrosion could be still expected in concretes Z0 and Z25 after 14 days of extraction, which was confirmed by results from testing the corrosion current;No risk of reinforcement corrosion which was only confirmed for concrete Z-100;Only after a 28-day extraction was conducted for all types of concrete, the Hausman criterion dropped below the critical value and the measured corrosion current was significantly reduced.However, the analysis of the Hausman criterion showed that:A drop in the concentration of chloride ions at the element edge was observed for all analysed types of concrete during extraction. This drop was minor and had the same slope at all stages for almost all types of concrete. In concrete Z50, a drop in the first part of the experiment was more rapid during the first phase of extraction.Very similar drop trends for the extraction coefficient were found for the majority of the analysed types of concrete; however, a rapid increase was observed for concrete Z0 in the first phase of extraction (up to 14 days), and then there was a drop after 14 days, which was similar to the other analysed types of concrete.crit = 0.3% for concrete Z0 and Z25; Ccrit = 0.01% for concrete Z50; and Ccrit = 0.06% for concrete Z100. To sum up, it is easier and faster to cure concretes containing a higher (over 50%) content of ISP slag.Values of the extraction coefficient for concrete Z25 were about twice as high as the values determined for other types of concrete, which suggest that extraction for concrete C25 should be twice as long as for other types of concrete. However, the analysed model demonstrated that after a 28-day extraction, the concentration of chloride ions in concrete at the steel surface was CA downward trend in values of corrosion current was observed for all types of concrete when compared to the maximum measurements: Z0 (drop by 83%), Z25 (drop by 90%), Z50 (drop by 55%), Z100 (drop by 63%). In the case of concrete with a lower content of ISP slag, extraction was found to be more effective.The trend observed in ,45,47,48In the case of the microstructure of analysed concrete Z100, ettringite was more often found in elements subjected to extraction. It tightened larger pores in the concrete, but, on the other hand, its presence in the longer process could cause blowing out of the microstructure of small pores. Tightening in phases other than phase one of extraction could be the reason for inhibition of extraction over time.The presented research contributes to a better knowledge of the corrosion processes of concrete and the development of methods of modelling extraction of chloride ions from a wide range of modern concrete types. Future development of the extraction model will allow more accurate prediction of the duration of the extraction process of chloride ions from concretes modified with industrial waste components.