The relationships between asymmetries and performance or the identification of the asymmetry profile that has been routinely studied during jumping tests are largely derived from male-only and small sample size studies. Therefore, the aims of this study were: 1) to evaluate the magnitude and the direction of jump asymmetries  in three different age groups of adolescent female handball players, and 2) to identify the effect of asymmetry between limbs on jump performance in the three age groups. One hundred and eighty-five adolescent female handball players (age: 14.88 ± 1.49 years) were distributed in three groups: U14, U16 and U18 and performed two tests to assess jumping ability which were the single leg countermovement jump (SL-CMJ) and the single leg hop lateral (SL-HL). The magnitude of asymmetry in the SL-CMJ test (10.80%) was higher compared to that of the SL-LH test (6.47%), and there were no significant differences between particular categories. The direction of asymmetry represented by the Kappa values showed “poor” and “fair” levels of agreement in U14 and U16 categories, which means that asymmetries rarely favored the same side during each jumping test, but in contrast, in the U18 category the Kappa value result was “slight”. There were significant correlations between SL-CMJ jumping asymmetries and jumping performance in the U18 category (r = 0.31 to 0.49). These data indicate that in order to identify the player's asymmetry profile, we need to consider the magnitude and the direction of different tests which will help better understand the natural deficits, contextualize them and consider appropriate training interventions for the reduction of inter-limb asymmetries. Handball is a sport characterized by the continuous repetition of high-intensity tasks, especially on one leg, such as jumps and changes of direction . RepetitThe difference in strength, coordination, and motor control between limbs is a potential risk factor for injury to the anterior cruciate ligament (ACL), especially among adolescent girls . After mIn jumping assessments, which are relevant to handball , the magp < 0.001). In contrast, Despite the volume of literature surrounding asymmetry in recent years, few studies have taken into account the interaction between different chronological ages or maturational status. Therefore, the objectives of this study were to: 1) evaluate the magnitude and the direction of jump asymmetries  in three different age groups of adolescent female handball players, and 2) identify the effect of asymmetry between limbs on jump performance in the three age groups. It was hypothesized that adolescent female handball players would show greater asymmetry in U14 and U16 age groups due to biological development, but that it would be in the U18 age group where the direction of asymmetry would favour the same limb when comparing the two tests due to training and sport specialization. Regarding the second aim, it was hypothesized that this asymmetry would affect performance in jump tasks.One hundred and eighty-five adolescent female handball players participated voluntarily in this study . The sample was classified, according to their chronological age and the category in which they competed, into U14 , U16 , and U18 . Biological age was calculated using a regression equation that included measures of age, body mass, standing height, and sitting height . The matTo calculate unilateral vertical jump height, a contact platform  was used measuring in centimetres based on the flight time calculation method . Each plA measuring tape fixed to the ground was used to calculate lateral jump distance on one leg. Each participant was instructed to stand on the designated leg with their foot just behind the start line (0 cm) with their hands on their hips. When the player was ready, they had to perform a countermovement to a self-selected depth before jumping laterally as far as possible. For example, when the player started with their left leg, the jump had to be as far to the right as possible with hands fixed to hips throughout the jump. The landing had to be performed simultaneously with both feet, shoulder-width apart, and the landing had to be stable for three seconds . The disA cross-sectional study was conducted to determine performance in unilateral jump tasks and to quantify the magnitude and the direction of asymmetry between limbs in adolescent female handball players. Vertical unilateral and lateral jumps were assessed using a SL-CMJ and a SL-LH, respectively. The tests were conducted on a single day during the third month of the competition period (November). Previously, all participants had conducted multiple familiarization sessions during training to avoid any learning effects being present during the tests. Before warming up, height, seated height, and body mass of each participant were recorded. Players then completed a 10-min warm-up based on the RAMP  system . In the The mean and standard deviation (SD) were calculated for all variables. The assumptions of normality were verified by the Kolmogorov-Smirnov test. The reliability of the intra-session measurements was analysed using the coefficient of variation (CV) and the type-2 intra-class correlation coefficient (ICC) with absolute agreement and 95% confidence intervals. CV values were considered acceptable when CV ≤ 10%  and the The magnitude of asymmetry between limbs was quantified as the percentage difference between the two limbs (left and right) using the following equation:  *  * − 1 + 100) * IF  . The IF d effect sizes. These were interpreted in line with Hopkins et al. (2009) where < 0.20 = trivial; 0.20–0.60 = small; 0.61–1.20 = moderate; 1.21–2.0 = large and > 2.0 = very large. The relationship between asymmetry values and performance values for each test was assessed using a Spearman bivariate correlation analysis. Data were processed anonymously using a code system. The significance level was set at p < 0.05 for all tests. Analyses were performed using the SPSS statistical program for Mac  and JASP for Mac , University of Amsterdam, The Netherlands).The Wilcoxon test was used to detect differences in performance of each test between dominant (DOM) and non-dominant (NDOM) limbs for the entire sample. Analysis of the differences in asymmetry values and the differences in performance values on DOM and NDOM limbs between age groups, was done using analysis of variance (one-way ANOVA), the Levene test was performed to examine the homogeneity of variance. If the results of the Levene’s test were statistically significant, it was corrected using Welch method. Magnitude of difference between groups was also computed through Cohen’s The consistency between attempts for each age group of the SL-LH test was acceptable, presenting CV values below 10%, while slightly elevated CV values (>10%) were present for the SL-CMJL and SL-CMJR. All ICC values were considered moderate and good (between 0.66 and 0.87) .The highest magnitudes of asymmetry were observed in the SL-CMJ test. No significant differences were found between asymmetry values by categories . Eleven The Kappa coefficients comparing the consistency of the direction of asymmetry between the SL-CMJ test and the SL-LH test showed that asymmetry favoured the same side between tests “poorly” in the U14 category (Kappa = −0.03), “regularly” in the U16 category (Kappa = 0.29), but they did so “moderately” in the U18 category (Kappa = 0.59). The asymmetry profile of each player for the SL-CMJ test and the SL-LH test is shown in p < 0.001 and W = 15225; p < 0.001) with a large sample effect (rB = 1), but there were no significant differences between performance values of the DOM leg between age groups in the SL-CMJ  and the SL-LH  test. There were also no significant differences with the NDOM leg in the SL-CMJ  and the SL-LH test .The Wilcoxon test showed that there was a significant difference between the performance values of the DOM and the NDOM leg in SL-CMJ tests  and SL-HL   was higher compared to that of the SL-LH test (6.47%). These results are consistent with previous studies in handball which described asymmetries of 8–11% for the SL-CMJ and 5–8% for the SL-LH in male adolescent players , 2020a aThere were no significant differences between age groups in the asymmetries of the SL-CMJ and SL-LH . Pardos-For the direction of asymmetry, results showed between “poor” and “fair” levels of agreement (Kappa = −0.03 to 0.29) in the U14 and U16 categories, respectively. Another point to consider was that there were significant differences between the performance of the DOM limb and the NDOM limb in the two tests and among the three categories . These rFinally, there was a significant correlation between SL-CMJ asymmetries and improvement in dominant leg performance in both jumps (SL-CMJ and SL-LH) at the U18 level . These rThe three main limitations of the study were, first, that the sample was not classified according to maturational age. Study participants belonged to teams organized according to their chronological age. Only one player in the pre-PHV phase was identified in the U14 category of competition, as female players reach PHV before males . Future The SL-CMJ and SL-LH tests show asymmetries in jump actions in adolescent female handball players. The greatest asymmetries are observed in the SL-CMJ test, and there are no significant differences between the three age groups . These asymmetries influence jumping performance, but only the U18 category showed significant values when relating a low asymmetry to an increase in performance. The direction of the asymmetry rarely favours the same leg when compared between the two tests in the U14 and U16 categories, but moderately so in the U18 category. The data from this study suggest that each adolescent female handball player has an individual and unique profile. This profile depends on the magnitude and the direction of that asymmetry, which is also test-specific.Although these results show no differences of asymmetry levels among the different groups, it is possible to outline certain differences (asymmetry-performance relationship and asymmetry direction) between the U-18 group and the two younger groups. According to this point, we suggest that athletes perform neuromuscular training adapted to their maturational age to follow up the variation of inter-limb asymmetries through the different biological stages, but it is also important to consider the possible relationship between asymmetry magnitude and performance in athletes at the end of their junior period. This differentiation should be taken into account when planning tests and training and when analyzing the obtained results as well.


This data shows that the concrete mixture CFACA 1234567 was outperformed among the five mixture studied.Sustainable construction materials are those which contributes towards the carbon- negative process of manufacturing. Cement produced by raw materials from industrial wastes and non-fossil fuel sources is considered as green cement which has high potential in constructions due to high tensile strength and resistance to corrosion. Exploring replacement materials for conventional cement is an active area of research. This data investigation focused on development of novel concrete mix with various proportions of sustainable supplementary materials with cement, fine and coarse aggregate substances. Alccofine, Metakaolin, GGBFS, Foundry sand, Copper slag, Recycled aggregate and Sintered fly ash aggregate are suitable supplementary materials of the concrete mix. Data projected replacement of cement by 15 % Alccofine, 10% Metakaolin and 30% GGBFS substitution and Fine aggregates  and replacement of Coarse aggregate (20% Recycled and 30% Sintered Fly Ash aggregate) will produce sustainable concrete mixture. Compressive and split tensile strength examined at 7  Specifications Table1•These data are valuable because they represent a comprehensive approach to producing sustainable concrete mixtures. The combination of cement replacement materials like Alccofine, Metakaolin, and GGBFS, along with the use of alternative materials for both fine and coarse aggregates, demonstrates a commitment to reducing the environmental impact of concrete production. By reducing the use of Portland cement, which is a major source of carbon emissions, and incorporating industrial by-products like copper slag, foundry sand, recycled aggregate, and sintered fly ash aggregate, this approach not only conserves natural resources but also minimizes waste. Sustainable concrete mixtures like this align with global efforts to mitigate climate change and promote eco-friendly construction practices, making them highly valuable for sustainable infrastructure development.•2 emissions are due to cement manufacturing. In addition, the extraction of raw materials for concrete, including sand and gravel, results in the damage of the environment and water contamination. Numerous benefits are available for sustainable concrete in the areas of the economy, society, and the environment. These advantages add up to a more sustainable and accountable building business. Contractors, builders, and construction companies can use these data to develop sustainable concrete mixtures, reducing their reliance on traditional cement and natural aggregates, and aligning with environmental regulations and sustainable construction practices. For instance, it is noteworthy that a sustainable option with less environmental impact is advantageous over the traditional 1 cubic meter concrete mixer, which contains 394 kg of cement, 743 kg of fine aggregate and 1115 kg of coarse aggregate. One can achieve resource efficiency while also improving the environmental impact by replacing 15 % of cement with Alccofine, 10 % with Metakaolin and 30 % with GGBFS, along with 50 % Copper slag and 30 % Foundry sand in place of fine aggregates, and 20 % Recycled aggregates and 30 % Sintered fly ash aggregate for coarse aggregate. Hence, the composition changes to 177.3 kg of cement, 148.6 kg of fine aggregate and 557.5 kg of coarse aggregate which is now being used in this study, the altered combination greatly reduce carbon emissions related to cement manufacture and lessens its ecological impact from the construction.8% of the world's CO•A number of researchers have recently been working on developing sustainable concrete for commercial usage incorporating recycled materials. Recycling construction materials is of the utmost importance because of the growing changing global environment. The intention of the present investigation is to develop sustainable concrete for application in construction projects in the future while also addressing the issue of recycling materials. For recycled concrete to be strong and high-quality, several recycled elements must be used. The current research includes a knowledge of and application of various components in concrete mixtures. Researchers can analyse the cost implications of adopting these sustainable concrete mixtures, considering factors such as material costs, transportation, and long-term maintenance. Understanding the economic benefits can encourage wider adoption in the construction industry.2To explore and evaluate sustainable practices and materials in concrete production with a focus on the utilization of supplemental cementitious materials (SCMs) such as ground granulated blast-furnace slag (GGBFS), Alccofine, and metakaolin, as well as the incorporation of copper slag, recycled concrete aggregate (RCA), and sintered fly ash aggregates. Additionally, the objective is to assess their environmental benefits, strength development characteristics, and their potential to mitigate the depletion of natural resources, with the aim of promoting more eco-friendly and resource-efficient construction practices.3The recent studies on replacement of ingredients of conventional concrete are having the limitations on their scope of replacement in any of the three main ingredients namely, cement, fine aggregates and coarse aggregates by using the corresponding materials which possess similar properties of the replacing ingredients. In this study, it is aimed to simultaneously replace all the ingredients of conventional concrete by the most promising materials at individual replacement studies. But it is important to note that, when the replacement is simultaneous, the percentage of addition of replacing materials cannot be taken as the percentage of optimum replacement in the individual replacement studies. Hence, the problem lies in identifying the optimum percentage of replacement of all the materials when they are used for simultaneous replacement. The data has been prepared by taking this constraint in consideration and tests have been conducted with the marginal values on either side from the individual optimum value.The dataset collected and described in this investigation study provides insights into the development and assessment of sustainable concrete mixtures using various supplementary materials. The data analysis serves to validate the potential benefits of such sustainable mix designs in terms of strength and environmental impact, offering valuable insights for the construction industry's transition towards more eco-friendly and high-performance concrete solutions.File 1, a supplementary information, shows the flakiness and elongation index test results for different groups of sizes of recycled aggregates used in the study, as per IS 2386 Part 1:1963. In general, the flakiness index and elongation index should not exceed 30% and 45% respectively and the corresponding results 6.08% and 20.9% indicate that both the flakiness and elongation indices are within the usable range. The summary of the indices are given here in File 2, a supplementary information, shows the aggregates impact strength of conventional natural aggregate recycled and sintered fly ash aggregates used in the study, respectively, in row wise. The columns consist of calculation of impact strength test. Test results of natural aggregate, recycled aggregates and sintered fly ash aggregates are 6.25, 15 and 26.32 respectively. These results assist in selecting the most appropriate aggregate type for specific construction or engineering needs, with numerical values providing insight into their unique characteristics and suitability for different applications. The abstract of the values of impact strength is given in File 3, a supplementary information, shows the sieve analysis data of sieve analysis data segregated the different types of aggregates namely, conventional Fine aggregates, Foundry sand, Copper slag, Coarse aggregate, Recycled aggregates in row wise. Each aggregate is sieved as per Indian Standard sieves and under each type of aggregates the sieve sizes are mentioned against the serial no. The columns consist of the remaining data such as, sieve size, mass of sample retained in each sieve, percentage of mass retained and so on for the calculation fineness modulus of the aggregate as per the standard procedure. The File 4, a supplementary information, shows the specific gravity for the cement, alccofine, metakaolin,  GGBFS, conventional fine aggregate, coarse aggregate, sintered fly ash and recycled aggregate in row wise data. In column wise, the data required to calculate the specific gravity are given and the final values are reproduced in File 5, in the dataset shows the compressive and split tensile strengths analysis. In compressive strength analysis data, the compressive strength for the conventional concrete, concrete with replacement of cement, replacement of fine aggregate, replacement of coarse aggregate and replacement of all the conventional concrete ingredients have been presented row wise. For each type of concrete three sets of specimens have been prepared and tested as per IS guidelines, hence it forms 15 rows.Similarly, for the splitting tensile strength 15 rows of data have been produced. In the columns, the data of load taken by the samples and the corresponding strengths are given in three columns as the strengths have been tested on days 7, 14 and 28. The results indicate that of all types of concrete made by the replacement of either cement or fine aggregate or coarse aggregate or all the ingredients altogether, both the compressive as well as splitting tensile strengths are found to be greater than the conventional concrete.4The 4.14.1.1Cement is the binding agent that holds the concrete mixture together. It is typically made from a combination of limestone, clay, shells, silica, and iron ore. Portland cement is the most common type used in concrete production. It reacts with water to form a solid matrix that binds the other materials together.4.1.2•Fine Aggregate: Usually sand or crushed stone, fine aggregate provides cohesion to the concrete mix and fills the spaces between coarse aggregate particles.•Coarse Aggregate: Typically crushed stone, gravel, or recycled concrete, coarse aggregate adds strength and stability to the concrete mixture.Aggregates make up the bulk of concrete's volume. They include both fine and coarse materials:4.1.3Water is essential for the hydration process of cement. It reacts with the cement particles to form the solid structure of concrete. Proper control of water content is critical to achieving the desired properties of the concrete, including strength and workability.4.1.41.Alccofine (15%): Alccofine is a high-performance microfine supplementary cementitious material. When used in concrete, it contributes to improved workability, increased durability, and enhanced strength development. Its fine particle size allows it to fill in gaps between larger particles, leading to a denser and more impermeable concrete matrix .2.Metakaolin (10%): Metakaolin is a pozzolan, which means it reacts with calcium hydroxide in the presence of water to form additional binding materials . The inclusion of metakaolin can enhance the early-age strength and reduce the susceptibility of concrete to cracking while also improving resistance to chemical attacks .3.GGBFS (30%): Ground Granulated Blast Furnace Slag is a byproduct of the iron and steel industry. GGBFS is known for its excellent pozzolanic and latent hydraulic properties. When incorporated into concrete, it can enhance long-term strength, reduce heat of hydration, and improve resistance to sulfate and chloride attacks. It also contributes to sustainability by utilizing industrial waste .Incorporating supplementary cementitious materials (SCMs) into concrete mixtures can significantly enhance various properties of concrete while also promoting sustainability. In the composition provided, which includes 15% Alccofine, 10% Metakaolin, and 30% GGBFS (Ground Granulated Blast Furnace Slag), along with specific replacements for fine aggregates, here are the key points regarding these SCMs:1.Copper Slag (50%): Replacing 50% of the fine aggregate with copper slag not only reduces the demand for natural sand but also offers advantages like improved workability, increased durability, and potential cost savings. Copper slag is a byproduct of the copper extraction process .2.Foundry Sand (30%): Replacing 30% of the fine aggregate with foundry sand, another industrial byproduct, can contribute to sustainable construction practices. It may influence properties like workability and compressive strength depending on its particle size and characteristics .3.Recycled Aggregate (20%): The inclusion of 20% recycled aggregate promotes recycling and sustainability in construction. However, the properties of recycled aggregates can vary, which may affect concrete characteristics. Proper quality control is crucial when using recycled aggregates .4.Sintered Fly Ash Aggregate (30%): Sintered Fly Ash aggregate is created by sintering fly ash particles. Its use can improve the environmental profile of concrete by reducing the demand for natural aggregates. It may also offer enhanced durability properties, depending on the manufacturing process .In addition to these SCMs, the composition also specifies replacements for fine and coarse aggregates:In summary, the use of these supplementary cementitious materials and alternative fine aggregates in the concrete mixture represents a sustainable approach that aims to improve concrete performance while minimizing environmental impact through the utilization of industrial byproducts and recycled materials.4.2The most frequently used produced building material worldwide is regarded as being concrete. The majority of the time, cement, coarse aggregate, fine aggregate, admixtures, water, etc. are mixed to create it. The compressive strength and split tensile strength test values compared to ordinary concrete mix indicate improved results when cement, sand, and coarse particles are changed. In this investigation, various supplementary constituents were used to identify the replacements for Cement, Fine aggregate, Coarse aggregate.. The various supplementary constituents for cement, fine aggregate and coarse aggregates. Cementitious materials like GGBFS, Metakaolin and Alccofine were used as a replacement for cement at a Percentage of optimum 30, 10 and 15. Copper slag and foundry sand were used as substituents for fine aggregate at a Percentage of optimum 50 and 30. Sintered fly ash aggregate and recycled aggregate as an alternative for coarse aggregate at a Percentage of optimum 30 and 20. Different Mix Proportion are detailed below in The Concrete Specimen are casted in M20 Grade as per IS 1026-2019 . The var4.34.3.12).P= Load at failure (N).2).A= Area of the specimen  [4.3.2d= diameter of specimen (mm)l= length of specimen (mm)Concrete cylinder specimens with a 150 mm diameter and 300 mm length were chosen to test the splitting tensile strength of the material according to IS 5816-1999 . Three s4.4The major problem in the construction field is that there is a scarcity of available materials which are mainly used for preparing concrete. Earlier, for preparing concrete, river sand was used generously, but due to the scarcity of river sand in recent times, in this study, we have used M sand. So, we are replacing the materials of Fine aggregate and Coarse aggregate with the materials that are having the utmost properties of Fine aggregate and Coarse aggregate. So that the replaced concrete will produce the same strength or enhanced strength as the conventional concrete. Properties of hardened concrete are estimated through compressive split tensile strength. Table 7In comparison between conventional specimens and specimens with Cement replaced by Alccofine at 15%, Metakaolin at 10% replacement and GGBBS at 30%, the Percentage of improvement in Compressive Strength is 2.14% and 2.44% at the age of 7 and 28 days, respectively . Whereas, the Percentage enhancement in Split Tensile Strength is 0.18% and 0.15% at age 7 and 28 days, respectively.In assessment amount conventional specimens and the specimens with Fine Aggregate replaced with Copper Slag at a 50% replacement and Foundry Sand at a 30% replacement, the Percentage enhancement in Compressive Strength is 2.43% and 2.12% at age 7 and 28 days, respectively . Whereas, at ages 7 and 28 days, the percentage increase in split tensile strength is 0.49% and 0.21%, respectively, respectively. While the comparison between conventional specimens and the Coarse Aggregate replaced with Recycled Aggregates at 20% and Sintered Fly Ash Aggregate at a percentage of 30% specimens, the Percentage Increase in Compressive Strength is 3.35% and 3.30% at age 7 and 28 days, respectively . Also, the Percentage improvement in Split Tensile Strength is 0.06% and 0.13% at age 7 and 28 days, respectively.The Compressive strength and split tensile strength of concrete are increased with the replacement of cement with 15% Alccofine, 10% Metakaolin and 30% GGBFS; the substitute of Fine Aggregate with 50% Copper Slag and 30% Foundry Sand; the replacement of Coarse Aggregate with 20% Recycled Aggregates and 30% Sintered Fly Ash Aggregate, after 28 days of testing as compared to conventional specimens . The Percentage enhancement in Compressive Strength is 3.84% and 4.99% at the age of 7 and 28 days, respectively. Whereas, the Percentage Increase in Split Tensile Strength is 0.7% and 0.65% at age 7 and 28 days, respectively.4.5The materials which we optimized are mostly waste materials obtained from various sources and utilizing it at optimum sources might reduce the cost of construction and high utilization of construction materials without reducing the performance of the structure and thus beneficial for the large scale constructions to produce an eco-friendly structure.Green cement materials are the future of sustainable construction which do not have negative impact on environment. In this study, an attempt was made to supplement conventional cementitious materials with GGBFS, Metakaolin, Alccofine, the fine aggregate with Copper slag, Foundry sand and coarse aggregate for sintered fly ash aggregate and recycled aggregate.Compressive and split tensile strength of the materials was enhanced up to 23.63% and 17.06% upon monitoring for 7, 14 and 28 days when the concrete mix was made with the replacement of 30 % GGBFS, 10 % metakaolin and 15 % alccofine for cement, Copper slag and foundry sand as a replacement at a percentage of 50 and 30, Sintered fly ash aggregate and recycled aggregate as an substitute for coarse aggregate at a percentage of optimum 30 and 20 performed better upon comparison with conventional concrete.Not applicable.Not applicable.Nelson Ponnu Durai T.: Conceptualization, Data curation, Methodology, Investigation, Project administration, Validation, Writing – original draft. Kandasamy S.: Supervision, Validation, Writing – review & editing.


MET oncogene and thus the activation of various signaling pathways have been described. These include MET overexpression, the activation of MET mutations comprising exon 14 skipping mutations, MET gene amplifications, and MET fusions. Patients with such aberrations can be treated using a targeted inhibitor such as crizotinib, cabozantinib, tepotinib, and capmatinib. Therefore, the implementation of high-quality and sensitive methods for the detection of the various MET aberrations is essential.A variety of MET aberrations that lead to the dysregulation of the MET proto-oncogene, including MET overexpression, the activation of MET mutations, MET mutations that lead to MET exon 14 skipping, MET gene amplifications, and MET fusions, are known to be primary and secondary oncogenic drivers in cancer; these aberrations have evolved as predictive biomarkers in clinical diagnostics. Thus, the detection of all known MET aberrations in daily clinical care is essential. In this review, current molecular technologies for the detection of the different MET aberrations are highlighted, including the benefits and drawbacks. In the future, another focus will be on the standardization of detection technologies for the delivery of reliable, quick, and affordable tests in clinical molecular diagnostics.MET tyrosine kinase receptor pathway activation has become an important actionable target in solid tumors. Aberrations in the  MET gene , which consists of 21 exons separated by 20 introns, is located on chromosome 7q21-31 and encodes the MET receptor tyrosine kinase (190 kDa). Together with its ligand, hepatocyte growth factor (HGF), MET plays an important role in tumor proliferation, angiogenesis, and migration  ≥ 10, were MET gene amplification acts as an oncogenic driver [MET gene amplification status is crucial.of NSCLC . Therapyc driver ,55,61. TMET gene amplifications and copy number alterations arise from the focal or regional amplification of the MET genomic region or from polysomy , which is currently still superior to DNA-based methods and mainly used in clinical trials. Bicolor FISH probes label both the MET gene and the centromere of chromosome 7 (CEN7). The number of signals identified in a nucleus represent the number of copies present. The signals in a predefined number of cell nuclei are counted and scored based on evaluation criteria such as the MET gene/CEN7 ratio and/or the average MET GCN. According to the resulting score, cases are divided into different groups [MET gene amplification by GCN only, either as 5 or more copies per cell [MET GCN ≥ 6, ≥10, or 15 [MET/CEN7 ratio; thus, true amplification can be distinguished from polysomy. A MET/CEN7 ratio of ≥2.0 is commonly defined as MET gene amplification [MET GCN per cell of ≥10. a high-level amplification was defined in tumors with a MET/CEN7 ratio ≥2.0 or an average MET GCN per cell of ≥6. An intermediate level of GCN gain means that ≥50% of cells contain ≥5 MET signals. A low level of GCN gain was defined as ≥40% of tumor cells showing ≥4 MET signals [t groups ,53,54,58per cell , or as M0, or 15 . Other sfication ,53,58. O signals ,58.The FISH technique is especially useful in cases with low tumor cell content, tumor heterogeneity, and focal amplifications, as FISH is performed on slides and evaluated under the microscope ,58,60. HMET gene amplifications are a variety of DNA-based methods that work with extracted nucleic acids, such as digital droplet PCR (ddPCR), next-generation sequencing (NGS), or the NanoString nCounter technology. The detection of MET gene amplifications by GCN changes using DNA-based methods is still under evaluation. These methods allow for an easier quantification of GCN in comparison to FISH but do not allow for morphological correlation. At present, the performance of NGS-based assays for the detection of MET gene amplification have been characterized the best. Data for the other DNA-based methods mentioned above are very limited [MET gene amplifications can be missed by NGS assays due to a variety of reasons. On the one hand, the tumor material itself can pose problems in the evaluation due to low tumor purity , low tumor cell content, the overall amount of material present, the FFPE DNA quality, tumor heterogeneity, or focal amplifications and polysomy [Another option for the detection of  limited . Studies limited ,57,59,60polysomy ,57,59,60polysomy ,45,51.MET GCN detection. Hybridization-based NGS assays can assess MET GCN variations more accurately than amplicon-based NGS assays, as the sequencing bias is reduced, duplicate reads can be filtered out, and the true mean coverage used for GCN determination is less affected by DNA quality, tumor complexity such as tumor purity, and heterogeneity [MET positivity when utilizing NGS assay, nor is there an accepted standard or general consensus regarding the protocols and bioinformatics used, which inevitably leads to discordant results across studies.In molecular diagnostics, amplicon-based as well as hybridization-based NGS assays are used for ogeneity ,78,79,80MET gene fusions are rare oncogenic driver alterations in a variety of cancers, including hepatocellular carcinoma, gastric carcinoma, sarcoma, and NSCLC. Only in glioblastomas, MET fusions are described in 12% of cases [MET fusions in NSCLC is < 0.5%, and they are found to be mutually exclusive with other oncogenic drivers [MET fusion identified in lung cancer was the TPR-MET fusion [KIF5B, CLIP2, TFG, STARD3NL, ATXN7L1, PTPRZ, and CD74 [MET fusions occur through inter- or intra-chromosomal rearrangement and mostly include the kinase domain on exon 15 and downstream, resulting in ligand-independent constitutive MET activation  and when it comes to the detection of MET gene amplifications, as these are still widely analyzed reliably by only FISH while the cutoffs for other technologies are lacking. Additionally, inconsistent nomenclature of somatic variants and the different transcripts used in the literature are still of concern, as this can lead to a misconception of the detected mutations in the clinic and thus therapeutic failure. As a final note, quality assured and sensitive molecular detection methods are especially important in Europe, as laboratories are free to choose the diagnostic method used for the detection of the different MET alterations.Particularly, since the FDA and EMA approval of MET inhibitors for NSCLCs with In the future, the number of targetable biomarkers will increase more and more, and the amount of tissue, effort, and time required to complete complex diagnostic tests will become even more limiting. As molecular targets and therapeutic approaches are continuously changing, the ongoing development and implementation of high-quality molecular testing, and the continuous adaption to the latest findings in cancer research will become increasingly important while limiting economic costs at the same time .


Hydraulic structures are typically subjected to long-term hydraulic loading, and concrete—the main material of structures—may suffer from cracking damage and seepage failure, which can threaten the safety of hydraulic structures. In order to assess the safety of hydraulic concrete structures and realize the accurate analysis of the whole failure process of hydraulic concrete structures under the coupling effect of seepage and stress, it is vital to comprehend the variation law of concrete permeability coefficients under complex stress states. In this paper, several concrete samples were prepared, designed for loading conditions of confining pressures and seepage pressures in the first stage, and axial pressures in the later stage, to carry out the permeability experiment of concrete materials under multi-axial loading, followed by the relationships between the permeability coefficients and axial strain, and the confining and seepage pressures were revealed accordingly. In addition, during the application of axial pressure, the whole process of seepage–stress coupling was divided into four stages, describing the permeability variation law of each stage and analyzing the causes of its formation. The exponential relationship between the permeability coefficient and volume strain was established, which can serve as a scientific basis for the determination of permeability coefficients in the analysis of the whole failure process of concrete seepage–stress coupling. Finally, this relationship formula was applied to numerical simulation to verify the applicability of the above experimental results in the numerical simulation analysis of concrete seepage–stress coupling. Hydraulic concrete structures, such as high concrete dams and concrete linings of high-pressure water transmission tunnels, are at risk of cracking damage and hydraulic splitting under high hydraulic pressure ,3,4,5,6,Nevertheless, in the present safety analysis of hydraulic structures, concrete is usually viewed as an impermeable material ,15,16, oTo obtain a thorough and in-depth understanding of the safety assessment of the concrete materials in hydraulic structures, the whole process must be analyzed, beginning with its linear-elastic state and concluding with its failure state. Consequently, it is essential to comprehend the evolution law of the concrete permeability coefficient under complex stress states. Some studies have ,23 also This paper employs triaxial seepage–stress coupling experiments to the variation law of the permeability coefficient with volume strain throughout the failure process. The relevant experimental results are applied to the numerical simulation of seepage–stress coupling, providing a reliable basis for parameter selection in the flow–solid coupling analysis of concrete materials.This chapter covers the triaxial damage experiments for concrete under seepage pressure, which serve as the basis for the subsequent analysis of the interrelationships between the relevant parameters in the following chapters.The samples used in this experiment were made of C30 concrete with the mixture ratio of 0.38:1:1.11:2.72 for water: cement: sand: stone, and the mixture ratio was determined following the specification JGJ 55-2011 . After 2It is noteworthy that prior to conducting the experiment, it was necessary to polish the surfaces of the samples using sandpaper to eliminate any apparent roughness and ensure a tight fit with the surrounding sealing rubber sleeve (sleeved on the outside of the samples during the experiment). This enabled complete contact between the upper and lower surfaces of the samples and the rigid loading body within the experimental equipment.The experimental equipment includes the Triaxial Rock 600-50 Multi-function Mechanical Testing System manufactured by the Top-Industrie company in Vaux-le-Pénil, France. This experimental equipment is capable of simultaneously applying confining pressure, seepage pressure and axial pressure on the sample. Meanwhile, it can also automatically measure and record the amount of seepage under these states. Specifically, during the experiment, the equipment allows hydraulic oil to be pumped from the reservoir into the hydraulic chamber, filling it with oil. Once the chamber is filled, hydraulic oil continues to be pumped until the desired confining pressure is reached. Subsequently, the pump valve is closed to stabilize the confining pressure at the set value. Similarly, water is pumped from the water tank into the corresponding hydraulic chamber, and once the desired seepage pressure is achieved, the corresponding pump valve is closed to maintain a constant value. Additionally, the axial load in this experiment is controlled by constant displacement loading at a specified velocity. See # to 6#;Six concrete samples of good quality were selected and numbered as 1Before the experiment, the concrete samples were immersed in water to achieve thorough water saturation. The weight before and after immersion was measured, and the porosity of the concrete was calculated based on the weight change. The aggregate content of the concrete samples was calculated based on the density of the aggregate and the density of the mortar material;The samples were placed in the experimental machine, and radial confining pressure was first applied to the samples. After the confining pressure reached the set value and stabilized, the bottom surface was subjected to seepage pressure (water entered from the bottom and exited from the top). The seepage pressure was increased to the set value and stabilized, and the permeability of the concrete under these confining and seepage pressure conditions was calculated. Subsequently, an analysis of the differences was conducted;Axial pressure was gradually applied to the samples until failure, and the axial strain and the amount of seepage during the loading process were measured.The experimental procedure is as follows:# to 6#, and the relevant parameters and applied confining and seepage pressures are shown in Different confining pressures (10 MPa and 20 MPa) and seepage pressures  were applied to samples 1In order to quantitatively analyze the permeability of the concrete samples, the following assumptions were made according to the actual situation of the experiment: the seepage in concrete samples was a continuous steady-state flow under constant pressure; the permeating fluid was an incompressible fluid; the concrete sample was a porous medium, with initial pores and micro-cracks uniformly distributed throughout its interior; and during the experiment, the fluid permeation velocity was relatively small, complying with Darcy’s law.In this experiment, a stable permeation gradient was formed at both ends of the concrete sample. By recording the outflow volume of the permeating fluid every 5 s and according to Darcy’s law, the concrete permeability coefficient Under the combined effect of constant confining pressure and seepage pressure, the amount of seepage of the sample gradually stabilized. The solid lines in According to the solid lines in Under the same seepage pressure and different confining pressures, the permeability coefficient of the sample decreases with increasing confining pressure (the red solid line is below the blue solid line). The magnitude of the reduction increases with increasing seepage pressure, with corresponding reductions of 5.6%, 18.2%, and 37.5% for seepage pressures of 1 MPa, 2 MPa, and 3 MPa, respectively. This is due to the fact that the internal pores and cracks of the concrete sample are gradually compacted and closed under the action of the confining pressure, the seepage channels are narrowed, and the deformation generated within the concrete material acts as a form of obstruction and inhibition to the passage of fluid.Under the same confining pressure and different seepage pressures, the permeability coefficient of the sample decreases with increasing seepage pressure (the red and blue lines in tion (2) .(2)Q=μc# (green line), and simultaneously plots the stress–strain curve of the loading process (blue line).The sample was subjected to a certain confining pressure and seepage pressure, and axial pressure was applied after the permeability coefficient was stabilized. As the axial pressure increased, the micro-structure in the sample gradually changed, and the permeability coefficient correspondingly changed. I.After applying axial compression, the compressive stress starts increasing from zero. With the increase in deformation, the stress–strain curve exhibits an ascending trend with a progressively accelerating rate, revealing the material’s inherent “locking” effect. This effect is attributed to the gradual closure of the pores and micro-cracks existing in the concrete. Therefore, the permeability coefficient decreases with the increase in axial strain.II.The stress–strain curve is basically linearly elastic. Although the permeability coefficient increases with the increase in axial strain, the change is not significant, and it remains relatively stable.III.The stress–strain curve enters the strengthening stage. As the axial strain increases, the permeability coefficient increases significantly at a higher rate. This is because the concrete begins to become damaged in this stage, and internal micro-cracks and pores increase. Meanwhile, new cracks emerge and connect, resulting in an increase in seepage channels.IV.This stage is the softening stage of the stress–strain curve. As the axial strain continues to increase, macroscopic cracks appear in the concrete, leading to a sharp increase in the permeability coefficient. The sudden increase in the permeability coefficient occurs roughly near the peak point of the stress–strain curve. In the later part of this stage, the change in the permeability coefficient becomes extremely unstable and discontinuous; thus, the permeability coefficient calculated at this time no longer conforms to the assumption of Darcy’s law and is not plotted in The variation in the permeability coefficient of the concrete sample can be divided into four stages  shown in During Stage I, the volume strain of the concrete sample gradually decreases and reaches a minimum value, indicating that the compression amount gradually increases and reaches the compression limit. At the minimum volume strain, the permeability coefficient reaches its minimum value. During Stage II, the volume strain of the concrete sample gradually increases, and the value of permeability coefficient increases slowly. During Stage III, the volume strain changes from negative to positive, and the value of permeability coefficient gradually increases at an accelerated rate. In the first part of Stage IV, the volume strain of the concrete sample increases rapidly, and the value of permeability coefficient also increases rapidly. See It can be observed that there is a significant correlation between the concrete permeability coefficient and volume strain, with the two variables exhibiting a strong positive relationship. During the stage of volume compression, the volume strain becomes negative, with a smaller volume strain indicating greater compression, leading to a smaller value of the permeability coefficient. Conversely, during the stage of volume expansion, the volume strain becomes positive, with a larger volume strain indicating greater expansion, resulting in a greater value of the permeability coefficient.# to 6# are plotted in The measured points of volume strain and permeability coefficient for samples 1Equation (10) provides the relationship between the concrete permeability coefficient and volume strain. Based on this equation, the permeability coefficient corresponding to any moment during the whole loading process of the concrete can be determined by the volume strain at that moment.If considering the influence of different seepage pressures on concrete samples, the relationships between the permeability coefficient and volume strain under seepage pressures of 1 MPa, 2 MPa, and 3 MPa can be obtained separately, denoted as the following Equations (11)–(13), as shown in The goodness of fit is In most numerical simulations of concrete seepage–stress coupling, the concrete permeability coefficient is usually taken as a constant value, and this fixed seepage field is applied to the calculation model ,28,29,30The numerical model used in this section is identical to the concrete sample experimented, which is cylindrical in shape with a bottom diameter of 50 mm and a height of 100 mm. The elastic modulus of concrete The fluid continuity differential equation can be written as follows:eference .2), and the conversion between If Darcy’s law is formally extended to three-dimensional fluids for an isotropic medium, the equation can be written as follows:The stress–strain constitutive equation for concrete under the influence of porewater pressure can be written as follows:Based on the fluid continuity equation, Darcy’s law and the stress–strain control equation mentioned above, the schematic diagram of the seepage–stress coupling mechanism as shown in As can be observed from The calculation model is shown in on (18))  and permThe displacement load is divided into 100 steps, and the overall permeability coefficient and volume strain of the calculation model after each step of the displacement load application are exported and plotted in This paper mainly studies the variation law of the concrete permeability coefficient under complex stress states. Different loading conditions with various confining pressures and seepage pressures were designed to carry out permeability experiments on concrete material under multi-axial loading by applying axial compression. The results demonstrate a close correlation between the permeability characteristics of concrete and its stress states . The relationship between the permeability coefficient and volume strain is derived, enabling the determination of the permeability coefficient under complex stress states. The above results can be utilized for seepage–stress coupling analysis of hydraulic concrete structures.Qualitative and quantitative variations in the concrete permeability coefficient under different confining pressures and seepage pressures are revealed, and are explained in terms of both the mechanism and formula derivation.The variation law of the concrete permeability coefficient under axial compression is revealed, and is described in stages.A quantitative expression of the relationship between the concrete permeability coefficient and volume strain is established, which can provide a scientific basis for the determination of the permeability coefficient in the analysis of the whole failure process of concrete seepage–stress coupling.The result of Conclusion 3 is applied to the numerical simulation of concrete seepage–stress coupling, and the result shows that it has good applicability in the subsequent numerical simulation analysis.The following are the key conclusions obtained from the full paper:Meanwhile, as a representative porous medium material, the research method for the permeability characteristics of concrete presented in this paper can also serve as a reference for the study of gas or liquid permeability characteristics of other porous materials.


Protected area networks help species respond to climate warming. However, the contribution of a site's environmental and conservation‐relevant characteristics to these responses is not well understood. We investigated how composition of nonbreeding waterbird communities (97 species) in the European Union Natura 2000 (N2K) network (3018 sites) changed in response to increases in temperature over 25 years in 26 European countries. We measured community reshuffling based on abundance time series collected under the International Waterbird Census relative to N2K sites’ conservation targets, funding, designation period, and management plan status. Waterbird community composition in sites explicitly designated to protect them and with management plans changed more quickly in response to climate warming than in other N2K sites. Temporal community changes were not affected by the designation period despite greater exposure to temperature increase inside late‐designated N2K sites. Sites funded under the LIFE program had lower climate‐driven community changes than sites that did not received LIFE funding. Our findings imply that efficient conservation policy that helps waterbird communities respond to climate warming is associated with sites specifically managed for waterbirds. Article impact statement: Protected area management and species targets help waterbird communities respond to climate warming inside the Natura 2000 network. Conservation policies have historically aimed to stop or mitigate species extinction, habitat degradation, and natural resource depletion. A major new conservation objective is to facilitate species responses to climate warming  networks can facilitate community changes in response to climate warming  Natura 2000 (N2K) network to investigate whether climate‐driven community changes were positively influenced by early designation, having a management plan, targeting a focal community, or having specific funding. The N2K network was established specifically for biodiversity conservation and is the backbone of the EU strategic aim to maintain and restore European biodiversity according to the Birds and Habitats Directives . The Birds Directive is designed to protect wild populations of birds in the EU, whereas the Habitats Directive focuses on the conservation of other species and their habitats. The effectiveness of the N2K network for mitigating the negative effects of climate warming is thought to be limited by insufficient and misallocated funding from the EU's LIFE program (L'Instrument Financier pour l'Environnement), which is dedicated to N2K network conservation  trend, due to a disproportional increase in warm‐dwelling species , is conducted once a year in January by skilled ornithologists following a standardized survey protocol. An IWC site was considered to represent an N2K site if the central IWC coordinates fell within the polygon of a N2K site (www.eea.europa.eu). This approach resulted in a reasonable overlap, with on average (SD) 80.8% (23.3) of the IWC surface included in the corresponding N2K site . Not all IWC sites were surveyed every year, and because our aim was to quantify temporal community changes, we considered only sites with ≥5 surveys and ≥2 species per survey. All species included in the analyses overwinter in the Western‐Palearctic and are listed as targeted by N2K designation, referred to in Article 4 of the Birds Directive  Delany,  conducteAppendix . The abowww.cru.uea.ac.uk).The N2K site characteristics were collated from the N2K and the LIFE program databases Appendix . These dwww.worldclim.org, spatial resolution of 0.25°) calculated across its nonbreeding distribution  to reduce the influence of the highly abundant waterbird species . When the CTI trend is positive, a positive CTISD trend suggests that increases in warm‐dwelling species exceed the relative decreases of cold‐dwelling species. A positive CTI trend with a negative CTISD trend suggests that decreases in cold‐dwelling species exceed the relative increases of warm‐dwelling species  and 2‐way interactions between year and each of the N2K characteristics. The site and the country were added as random effects, and the spatial autocorrelation was taken into account by including an exponential spatial correlation structure in the model ; whether the community changes resulted from a decrease or an increase of species richness; and whether the CTI trends associated with each N2K site characteristic were correlated with the amount of protected wetland surface.We conducted 4 sensitivity analyses Appendix  to evaluemmeans to assess the CTI temporal trend for N2K characteristics and the post hoc tests , consistent with the geographical west‐east EU accession gradient  and the latitudinal gradient for CTI was about −0.26°C per 100 km . Thus, on average a northward shift of 100 km was equivalent to a reduction in average temperature of −0.36°C and an average CTI of −0.26°C. Converting the temporal trends to spatial velocity revealed an overall climatic debt of over 257 km in 25 years across all sites. According to the faster temperature increase in late‐designated sites, the climatic debt was twice as high in late compared with early designated sites , but those species‐specific conservation measures do not provide benefits for other warm‐dwelling species extending their distribution north into the site. Alternatively, sites receiving LIFE funding may have major threats, presenting a critical conservation issue  despite its vulnerability to temperature increase. In our case, for example, a management plan could facilitate the persistence of some cold‐dwelling species, which then translates to an increase in the mean climatic debt of the community.Our findings showed that the main tool to enforce conservation measures, the management plan, was associated with faster community adjustment to climate warming in early designated sites. The presence of a management plan indicates potential active involvement of site managers. Having a management plan for N2K PAs is not mandatory in every EU Member State, but it is strongly encouraged by Articles 4 and 6 of the Birds and Habitats Directives, respectively. Establishing a management plan is an important step to identify the environmental and socioeconomic issues with the stakeholders and elaborate conservation measures to maintain the targeted species or habitats to a favorable conservation status. A clear and intuitive finding was that the community adjustment was faster in sites with a management plan and that targeted a focal community. The implementation of management measures may support the ecological processes of climate‐driven distribution change  represent a subset that—for whatever reason—shows faster community responses to climate warming. To ascertain whether it is indeed the (costly) management on the ground that benefits community adjustment to climate warming , with subsequent positive effects of site conservation on CTI trends  and total number of birds counted over the 25‐year period.Appendix 2. Natura 2000 (N2K) network site characteristics.Appendix 3. Sensitivity analyses.SD and c) temperature between N2K characteristics, based on all countries (black) or only the EU Member States before 1992 (grey), using abundance (filled dots) or occurrence data (unfilled dots)Figure S1: Parameter estimates (±95%CI) of the temporal trends of a) CTI, b) CTIFigure S2: Temporal trend (±CI95%) of CTI (in grey) and species richness  per combination of N2K protective actionFigure S3. Temporal trend (±CI95%) of CTI and species richness per combination of N2K protective actionAppendix 4. Pairwise comparisons of the CTI temporal trends according to the N2K characteristics; waterbird(s) were targeted (W), a management plan has been prepared (MP), the period the protection was designated , or LIFE funding has been obtained (LIFE). The significant differences, after Bonferroni correction, are denoted in bold (α<0.05)Click here for additional data file.


X-ray CT is widely used to study the structure of foam concrete, the quality of which depends on the uniformity in porosity in local volumes (LV) of the samples. The purpose of this work is to substantiate the need to assess the degree of homogeneity of samples in terms of porosity according to LV. To achieve the goal, an appropriate algorithm has been developed and programmed in MathCad. To illustrate the capabilities of the algorithm, foam concrete modified with fly ash and thermally modified peat (TMP) was tested by CT. The information obtained by CT was processed by the proposed algorithm with variations in LV dimensions in order to estimate the distributions of mean values and standard deviations of porosity. Based on the data obtained, a conclusion was made about the high quality of foam concrete with TMP. The proposed algorithm can be used at the stage of improving the technologies for the production of high-quality foam concretes and other porous materials. In the development of technological progress, much attention is paid to saving energy and resources in building construction and operation as well as the development and introduction of effective wall materials for buildings by maximizing the use of local raw materials and industrial wastes. The thermal properties are used as estimation criteria for the wall material efficiency with the emphasis on standardized strength and durability. The energy efficiency of buildings is provided by cement foam concrete widely used in the construction of building envelopes ,2,3. OneThe homogeneity of the pore distribution in products is conventionally determined by experiments ,11. The Different types of non-destructive testing are currently widely used in the construction and production of building materials, which provide the quality control of materials and buildings and conformance to the requirements of design and regulatory documentation ,13,14. TThe quality improvement of porous building materials using the thermal conductivity, strength, and lifetime, can be achieved from several requirements for the porous structure of foam concrete. First, the average pore size in the local volume must be significantly lower than the size of this volume. Second, the measure of scatter (STD) must be significantly lower than the average pore size. In practice, the use of these requirements leads to a negligibly low probability of the formation of pores with the size critical to a consumer. Third, the local volume must be minimized, and frontiers of the foam concrete homogeneity must be admissible (consumer-oriented). This requirement can be variable; for example, it can include a range of local volumes and a range of the respective consumer-oriented frontiers of homogeneity. It is worth noting that the porous homogeneity can be evaluated not only by the porosity homogeneity coefficient but also by the average or STD porosity ,22. In pThe term “local sample” used in the classical approach to the homogeneity calculation of the foam concrete porosity and the term “virtual local volume” used in the algorithms described in ,22 are nThere is very little information offered in the literature concerning the algorithms for interpreting the results of foam concrete tests by the X-ray CT method in terms of assessing the degree of homogeneity of test objects in terms of porosity by local volumes, which proves the actuality of the relevant research.-substantiate the need to assess the degree of homogeneity of foam concrete samples in terms of porosity by local volumes;-develop an algorithm for assessing the degree of homogeneity of foam concrete samples in terms of porosity parameters by local volumes using the CT method;-base the experimental tests of several samples of foam concrete using X-ray computed tomography to demonstrate the possibility of using the developed algorithm;-illustrate the applicability of the developed algorithm for comparing the efficiency of foam concrete production technologies.To achieve the goal of the research, it is necessary to solve a number of tasks:3. The spatial structure of foam concrete samples does not depend on the beginning and duration of test intervals.Three types of non-autoclaved foam concrete were used in the XCT investigations of the structure. The specimens represented cubes with a 100 mm edge length. The volume-averaged values of their densities ranged from 630 to 650 kg/mThe first type of foam concrete has no additives and is used for comparison. Scientists in many countries are involved in research concerning the use of industrial wastes in the production of wall materials, for example, bottom ash waste generated by coal power plants ,24,25. IBased on a comparison of the optical images with the foam concrete specimens, we conclude that they are similar. It is, however, not possible to extend this conclusion to their internal structure.The XCT system Orel-MT of National Research Tomsk Polytechnic University  is used for the experimental investigations of foam concrete . Its phoThe preliminary studies concerned the calculation of the X-ray attenuation by the foam concrete specimens. The analysis of the preliminary results and the data on the internal structure reconstruction proved the sufficiency of the Orel-MT for the purposes of our experiments.The results of X-ray computed tomography (XCT) are used to evaluate the homogeneity of the pore distribution. The XCT analysis can be reduced to two stages, namely the initial data gathering (full range of projections) and XCT reconstruction.V, V ⊂ ℜ3. The specimen is completely identified, if the porosity ρ and the effective atomic number Z are specified at any point  ∈ V. This means that the test specimen is determined by two sets ρ and Z:Any foam concrete specimen occupies a certain volume ρc is the density and cZ is the effective atomic number of hydrated cement. When the density ρ is zero at the point , the latter belongs to a pore, whereas at ρc density, the point  belongs to hydrated cement.Concrete is characterized by the uniform distribution of the effective atomic number and nonuniform density distribution:1 in radiation shielding 2 irradiates specimen 3 placed on stage 4, which rotates around axis 5. Photons suppressed by the specimen are recorded by the planar detector 6 connected to the memory and digital signal processing device 8 via the information channel 7. Device 8 is equipped with a set of programs for processing the total signals.In OXYZ with the photon radiation source. The OX axis is normal to the frontal surface of the planar detector. The axis of rotation is perpendicular to the OX axis and parallel to the OY axis. Let the set S be a combination of all points of detection with  coordinates. The test specimen’s shadow belongs to set S.Let us connect the origin of the three-dimensional orthogonal coordinate system I with the maximum energy Emax is recorded by a scintillation detector of sch thickness at the point  and is associated with the parameters of the test specimen turned around the axis of rotation to θ angle:N0 is the number of photons bombarding the frontal surface of the planar detector if the specimen is absent; f is the energy spectrum of the radiation source; abE(E) is the average energy of the detected phonon with energy E; ε is the energy dependence of phonon detection efficiency; h, cm(E) is the specimen beam thickness in centimeters and energy dependence of the mass attenuation coefficient of phonon radiation; ρ is the specimen density at  point at the rotational angle θ. The specimen density at a certain point is determined according to (2).The XCT formation of the projection system is based on the approach proposed in ,29. The f(E) = δ(E − E0). In this case, (3) takes the formThe spectrum of the single-energy gamma-ray source is Equation (4) is then linearized asy,z,θ), where  points belong to the set S and the rotational angle θ is measured within 0–2π, can be solved only for unknown variables ρ,  ∈ V measured during the calibration of cm(E) value. The solution includes a three-dimensional density distribution over the specimen volume. According to Hsieh  is the integer part x.6. Calculate the number of layers Sk-th stage, viz. l = 0.7. Introduce and set the counter of the position identification of local volumes to zero at the l = l + 1.7.1. Increase the layer number, viz. l ≤ l0(Sk) condition. If it is satisfied, move to point 7.3. Otherwise, terminate calculations and move to point 8, where the sets of informative parameters l-th layer with the specified levels.7.2. Check kmin, kmax:7.3. Calculate the layer boundaries S1η = 0 and Sη2 = 0.7.4. Set the integrators of the first two initial porosity moments to zero: Sk-th stage, viz. m = 0.7.5. Introduce and set the counter of the line in the layer to zero at the m = m + 1.7.6. Increase the line number, viz. imin, imax:7.7. Identify the line boundaries m ≤ m0(Sk) condition. If it is satisfied, move to point 7.8.1. Otherwise, terminate calculations and move to point 7.1 to consider the next layer.7.8. Check Sk-th stage, viz. n = 0.7.8.1. Introduce and set the counter of the columns in a line to zero at the n = n + 1.7.8.2. Increase the column number, viz. n ≤ n0(Sk) condition. If it is satisfied, move to point 7.8.4. Otherwise, terminate calculations and move to point 7.6 to evaluate the selected informative parameters of porosity.7.8.3. Check jmin, jmax:7.8.4. Calculate the column boundaries Sη1 and Sη2:7.8.5. Update the counters of the first two initial porosity moments l, m, n:7.8.6. Calculation of the selected average value 7.8.7. Move to point 7.8.2.Sk-th stage with the specified levels.8. Compare 9. Visualization of the spatial distribution of 10. Move to point 2.11. Forming a unit of conclusions and recommendations.Note 3. The most complete characteristic of porosity is the sampling density of distribution f(η). This means that the stage of calculating the informative parameters can be supplemented by the function f(η) evaluated over the full set of the local volumes.The flow diagram is the algorithm for calculating the homogeneity of the pore distribution in the foam concrete specimens. This algorithm is easily implemented in high-level programming languages and, with certain memory and speed limitations, in Mathcad.2, we can use the minimum edge length nmin = 2000/vd to reduce the time of additional calculations, that is, the minimum edge length equals the number of pixels in 2 mm. The value nmin can be increased, if necessary.In conformity with Note nlim ≥ nmin. Here, nlim is the size of the local volume of the foam concrete specimen. Note that the sampling values of the average porosity are close to each other for all local volumes of specimens with a size greater than nlim; the same is true for the STD porosity deviation and sampling density distribution.Strictly speaking, an important result of using the calculation algorithm, is the condition nlim is the additional parameter describing the foam concrete quality, since the lower the nlim, the higher the functional properties of foam concrete.The indicated sampling values of the informative parameters must satisfy the consumer demands. The value vd approached 75 µm. The internal parts of 51.3 × 51.3 × 51.3 mm3 specimens were visualized. The number of layers was 684; each layer consisted of 684 × 684 pixels. The denser elements of the reconstructed internal structure were compared with a lighter shade of gray, whereas lower dense elements were compared with a darker shade of gray.The operating parameters of the Orel-MT included 160 keV energy of X-ray radiation, −1.7 geometric magnification, and 2 mm copper filter thickness. Geometric magnification here was the ratio between the linear size of the specimen shadow and the linear transverse size of a voxel. The voxel size In industrial applications, it is, however, advisable to use the approach described in ,23,33, wThe studied samples of foam concrete are close in average value of porosity (0.66–0.74) to the samples from ,34,35. ARecall that the pixel size is close to 75 μm. With this in mind, as a result of a visual comparison of From the analysis of the reconstructed images of the sections of the tested samples of foam concrete of the first a and, esdmax in all the tree types of non-autoclaved foam concretes is not over 5.5 mm. The calculation algorithm can be approved for local volumes not exceeding 5.5 mm.According to ση in the local volumes are random. It is natural to expect the density function to be significantly narrower than the initial porosity. The quantitative comparison of the pore distribution homogeneity in the local volumes implies the calculation of sampling density distribution of the random values ση. The obtained results will improve the production process of foam concrete with higher consumer-oriented properties.Note that the sampling average porosity Based on the proposed algorithm, we developed the calculation procedure in Mathcad to estimate the pore distribution homogeneity in local volumes. The calculation procedure allows formatting images into bmp format images, varying the size of local volumes, estimating sampling average values, STD porosity in local volumes, and sampling density distributions. The experimental results of the informative parameters of porosity are presented in n0 = 1 (from a 75 µm volume element of the specimen) to n0 = 16, which matches 1.2 mm. Seven integrated layers were studied. A slight deviation was observed for the average and STD porosity values for different integrated layers in local volumes.The calculation procedure was based on the small-to-large volume approach, starting from The analysis of the dependencies in ση parameters. Nonnormative compaction and porosity are analyzed for the average porosity in local volumes. In the case of the STD porosity, we study its increase, since its decrease shows the uniform pore distribution and the low pore size in the bulk specimen. The pore size is small if it is much smaller than the local volume.Local volumes with a size over 1 mm are of great interest for practical applications. Using the developed algorithm, the pore distribution homogeneity is calculated for local volumes 1, 2, 3, and 5 mm in size. The pore distribution homogeneity is calculated by d size for all specimens.The XCT images in dση, whereas the black color indicates the porosity decrease (compaction) by 3dση, where dση is the STD of porosity in local volumes with d size.The white color in ση. The black color indicates a 0.12 ση exceedance relative to dση.In local volume “ρ over the volume of the test volume V. As a result of processing the discrete set ρ distributions of estimates of the degree of porosity homogeneity by local volumes located in flat parallel layers can be obtained. If researchers need to assess the degree of homogeneity of porosity by local volumes for layers with an arbitrary configuration, then the proposed algorithm can be modified accordingly.The proposed paper is devoted to substantiating the need and developing an algorithm for assessing the degree of homogeneity of samples of porosity by local volumes using the method of spatial computed tomography. The input of the developed algorithm is the spatial discrete distribution of density In an explicit form, the proposed algorithm does not allow classifying open and closed pores with sizes comparable to or smaller than voxels. However, testing of foam concrete samples can be supplemented by a study of their moisture absorption throughout the volume. Comparison of the spatial structures of the original and water-saturated samples of foam concretes will allow us to assess the degree of homogeneity of open and closed porosity by local volumes. However, these studies are beyond the scope of this paper.Algorithm and program in MathCad for assessing the degree of homogeneity of foam concrete in terms of porosity parameters by local volumes using the X-ray computed tomography method;Demonstration of the possibility of using the developed algorithm based on experimental tests of several samples of foam concrete using X-ray computed tomography;Illustration of the applicability of the developed algorithm for comparing the efficiency of technologies for the production of foam concrete on the example of samples of standard foam concrete and foam concretes modified with fly ash and thermally modified peat;Evidence of the high quality of foam concrete modified with thermally modified peat according to the criterion of a high degree of uniformity in terms of porosity parameters by local volumes, based on high levels of porosity in local volumes, as well as lower values of standard deviations of porosity by local volumes and narrowing of the porosity distribution density as sizes increase local volumes.The main scientific results of the paper include:The algorithm can be used at the stage of improving production technologies not only for foam concretes, but also for other porous materials, including metal foams.