The paper examines the impact of aggregate shape on the compressive strength and thermal properties of concretes with silica fume based on two different aggregates: natural round gravel aggregate and crushed basalt aggregate. Compressive strength and thermal properties of individual concretes were determined during the first year of specimens curing. Additionally, porosity tests were conducted using mercury intrusion porosimetry and optical porosimetry. Mercury porosimetry tests showed that the use of silica fume led to a decrease in the content of pores of size smaller than 0.15 µm compared to the reference concretes without the addition of silica fume. However, tests carried out on crushed basalt-based concrete showed the presence of numerous additional pores with diameters ranging from 0.05 to 300 μm. In case of natural round gravel aggregate-based concrete, the addition of silica fume brought about an increase in its compressive strength. In turn, basalt-based concrete exhibited notably lower compressive strength values due to significantly higher porosity within the range of more than 70 μm. In basalt concrete, the obtained λ values are much lower than in concretes with normal gravel aggregate. In addition, the specific porosity structure had its impact on the process of drying of specimens of each group which occurred at a significantly faster rate in the basalt-based concrete. In conclusion, it can be stated that the use of crushed basalt aggregate causes a significant aeration of concrete, even despite the use of silica fume. As a result, the concrete based on crushed aggregate is characterized by a definitely lower compressive strength, but also better thermal insulation properties compared to analogous concrete made on natural round gravel aggregate. The properties of concrete depend on factors such as the type of aggregate used, water to cement ratio, the amount of cementitious materials, or the amount of highly reactive pozzolans such as silica fume. The basic factor affecting the properties of concrete is the use of different types of coarse aggregate ,2. ParamUeno, A. investigated  the inflLey T. presented  the effeLarrard T. et al.  focused Jie W. et al.  examinedIn Zhou Y. et al. research  the resuXiong X. et al. compared the properties of aggregates with sharp and rounded edges . By usinIn Sasanipour H. et al. research , the durSilica fume is one of the most commonly used concrete supplementary cementitious material. Changing concrete microstructure, it affects the basic properties of concrete, impacting both the concrete’s physical parameters  and mechanical characteristics . It is often used as an reactive pozzolan, in high performance concretes ,14,15 anBhattacharya M. investigated  the effeIn the paper , the higWang X. et al. indicated  that in Zarnaghi V.N. et al. discussed  the effeConcretes with rubber waste , or wastThe addition of marble dust  alone haResearch is also being carried out to develop computational models for the evaluation of the strength characteristics of concrete with added silica fume depending on the pozzolan content. A model  based onThe report  attemptsIn the study , the denThe papers ,39,40 prLi et al. investigated the influence of nanosilica . AuthorsA variety of results presented in this introduction encouraged us to do own research on the influence of coarse-grained aggregate shape on the properties of concretes with the addition of the silica fume. By replacing the ordinary round gravel aggregate with heavy crushed basalt aggregate, we expect to obtain a composite with increased density, higher compressive strength, and better accumulation properties than in normal concrete based of gravel.how does the type of coarse aggregate affect pore structure of the whole composite;whether the use of aggregate with higher resistance to crushing will increase compressive strength of the concrete;what is the impact of the aggregate used on thermal properties of the concrete;what is the influence of aggregate of the heat accumulation properties and dynamic heat flow;whether the use of high density basalt aggregate will hinder the process of free drying of the material;whether the use of silica dust additive will allow additional sealing and compaction of the composite cement matrix.Therefore, in this paper, we decided to examine and compare the properties of concrete based on two kinds of aggregate types: natural round gravel aggregate and heavy crushed basalt aggregate. The list of essential objectives of our study is presented below:The studies were carried out on concretes made with conventional coarse round gravel aggregate (Ref) and crushed basalt aggregate (Bas). All formulas were tested on aggregates of 4–8 mm fraction. Two main concretes were prepared with silica fume in the amount of 8% of cement weight and superplasticizer (0.75% of cement weight) to maintain the desired consistency of the mixtures. The first formula was based on round gravel aggregate (Ref-8) and the second one on crushed basalt aggregate (Bas-8). The additional formula was also produced based on natural round gravel aggregate without any additives or admixtures (Ref-0), as a reference material, in order to determine the effect of silica fume on specific properties of concrete.The cross-sections of the specimens are shown in Composition of individual mixtures is shown in For all concretes, a total of 26 specimens of size 10 cm × 10 cm × 10 cm were made which were used for the strength and porosimetry tests . Specimecmf, standard deviation, coefficient of variation, and measurement uncertainty were calculated. The uniaxial compression strength test module was used. The stresses were uniformly increased according to standard EN 12390-3 [Compressive strength was tested after 7, 14, and 28 days and 3, 6, and 12 months of curing. Four specimens 10 cm × 10 cm × 10 cm were tested at each time for each concrete. For every type of concrete and given test date, the mean value of compressive strength  12390-3 .3 volume were used. The specimens had approximately 1 cm3 volume, which is consistent with the standard ISO 15901-1 [Porosity was analyzed using mercury intrusion porosimetry . After t 15901-1 . For eacIn addition, optical porosimetry tests were conducted using the automatic system for analyzing the air content in hardened concrete. From the cured cubic specimens, 1 cm thick central cross-sections were cut. The specimens were carefully polished with abrasive powders. Then, the surface of the specimens was painted black and the pores on the surface of the specimens were filled with white zinc paste. Two specimens were tested for each concrete. The analyzed surfaces had an area of 8 cm × 8 cm, while the traverse from which the readings were carried out was 1600 mm long. Each specimen was tested twice. The second reading was performed with the specimen rotated by 90 degrees in the device. λ and volumetric specific heat vc were recorded. The tests were performed during the first 12 months of specimen curing, i.e. after 7, 14, and 28 days, and after 2, 3, 6, 8, 10, and 12 months. The testing was carried out on six specimens made from each type of concrete. The specimens were 4 cm × 14 cm × 16 cm in size, and the analyzed area was the bottom base of the specimen. A measuring location was marked on each of the six specimens to get the parameters from exactly the same place on the specimen each time. The mean values and standard deviations of the results were determined based on the measurements. After a year of curing, the tests were additionally carried out on the specimens dried at the temperature of 70 °C to a constant mass.Tests of the changes of thermal parameters were performed using the nonstationary method. This technique is based on the analysis of heat flux readings at its non-stationary flow. The device uses surface probes or needle probes with a certain range of thermal conductivity. For the experiment, the surface probe of range from 0.3 to 2.0 W/mK was used. The probe heats the specimen with a specific heat flux and measures the thermal response in time. Thermal conductivity Additional tests were performed to record the temperature of specimens subjected to an abrupt change in ambient temperature. For this purpose, rectangular specimens with a cross-section of 10 cm × 10 cm and a length of 20 cm were prepared. A set of K-type thermocouples (measurement accuracy +/− 0.75%) was embedded in the longitudinal axis of the specimen during its formation. The specimens prepared in this way were demolded after 24 h and stored on a grate in a water bath with increased humidity for 28 days. The specimens were then dried at 70 °C until constant weight was achieved. Then, the specimens were insulated on the side surface with graphite polystyrene insulation of 15 cm thick and λ = 0.04 W/mK. This made it possible to obtain heat flow close to unidirectional. The example specimen and the test stand are shown in The specimens prepared in this way were placed in temperature-controlled thermostatic chambers. In the first step, the chamber temperature was stabilized at 10 °C, maintaining it for about 30 h. Then, the chamber temperature was raised abruptly to 40 °C. The eight-channel data loggers were used to collect temperature data. Data was read at a frequency of one reading per minute. Based on the temperature recordings, the heat flux densities on the uninsulated surface and at a depth of 3.4 cm from the surface were calculated.Moisture content tests were conducted. The plate specimens 4 cm × 14 cm × 16 cm  were weighed during the first 12 months of specimen curing, i.e. after 7, 14, and 28 days, and after 2, 3, 6, 8, 10, and 12 months. After one year, the specimens were dried to constant mass. Based on the differences in mass readings, the moisture content and relative mass reduction were determined. The mean values and standard deviations of the results were calculated based on the measurements.In the case of variants with microsilica, additional pores with a diameter below 5 nm also appeared, which did not occur in concrete Ref-0. Generally, in case of concretes with silica fume, the pore graph is slightly more evenly distributed in comparison to Ref-0.P and the total specific surface area S obtained from the mercury porosimetry tests. The addition of silica fume in both cases greatly increased the specific surface area. In contrast, the differences in total porosity in terms of mercury porosimetry tests are quite insignificant, pointing to a slight increase in the case of crushed basalt-based concrete and a reduction in conventional gravel aggregate concrete. The obtained results suggest that in the case of basalt concrete, the total porosity only slightly increases, but at the same time, this concrete is characterized by pores with much larger diameters. The use of silica fume did not significantly affect the number of pores with diameters in the range from 0.05 to 300 µm formed during the mixing of fresh concrete. In case of the composites, the silica fume, and superplasticizer, there is also an increase of very fine pore smaller than 5 nm, which do not occur in Ref-0. Probably the increase of these pores increased the total surface area.A in terms of optical porosimetry and the parameter 300A, which determines the air content in pores of up to 0.3 mm in diameter. A clear difference can be seen in the results for both types of aggregates. Both in the range up to 300 µm and in higher ranges, basalt aggregate concrete was characterized by much higher porosity. The Bas-8 concrete contains numerous additional pores with large diameters in the cement matrix. Most likely this is due to cement paste aeration during the mixing process. This is confirmed by the photos shown in It seems that the addition of the silica fume and superplasticizer does not influence much the occurrence of large pores—the graphs for Ref-0 and Ref-8 are very similar. Each of these graphs have been created and merged from the results of four specimen optical tests, therefore the measurement uncertainty of the results is small. The high number of large pores which occurred in Bas-8 (in comparison to Ref-8 and Ref-8) is the result of the mixing process of sharp crushed basalt aggregate. If it were otherwise, the differences between Ref-0 and Ref-8 would be much larger.It should be noted, a significant difference in the results depending on the adopted method of measuring the porosity. In the case of mercury intrusion porosimetry, pores larger than 300 μm are outside the test range. Optical porosimetry, in turn, allows observation of millipores, while pores below 5 μm are invisible for this method. This translates into significant differences in the obtained results. In the case of basalt-based concrete, the optical method has enabled the determination of the extent of occurrence of large millipores that clearly dominate in this concrete.λ and the volumetric specific heat vc. In Bas-8 concrete, the obtained λ values are much lower than in concretes on normal gravel aggregate. In the case of dried specimens, the thermal conductivity drop in comparison to Ref-0 concrete was 20%. The reason for such a decrease in thermal conductivity is the definitely higher porosity of this concrete and in particular cement matrix.Differences in porosity have also caused changes in the thermal properties of concrete. The difference in average results of Ref-0 and Ref-8 concretes is visible only during the first two months of curing. As the specimen moisture content decreases, the differences between Ref-0 and Ref-8 also decreased.The thermal conductivity of basalt aggregate is higher than gravel. This means that the results of the thermal conductivity of basalt-based concrete Bas-8 should have higher values than the thermal conductivity of the same concrete based on gravel round aggregate Ref-8, but it is not. This means that there are other factors that have a greater impact on the conductivity than the thermal conductivity of the aggregate itself. This factor is the thermal conductivity of the cement matrix itself, which in the case of Bas-8 concrete, is definitely more aerated than Ref-8 cement paste, and as a consequence its thermal conductivity, is definitely lower and affects the resultant conductivity of the entire composite.During the first three months of concrete curing, the obtained specific heat results were disturbed due to the high moisture content. After this time, the values began to stabilize.The addition of silica fume in both cases caused a decrease in volumetric specific heat between 90 and 360 days of concrete curing. This is particularly evident in concrete made on the basis of basalt. After drying the specimens to a constant mass, the differences in the specific volumetric heat values are much lower. However, further lower values were recorded for concretes with silica fume.A slight effect of the density of basalt aggregate (Bas-8) is also visible. In comparison to the Ref-8 after drying, the gravel-based concrete was characterized by approx. 2% lower specific heat, despite the aeration of the matrix in Bas-8 composite.The thermal dynamics of the material depends both on its thermal conductivity and specific heat. Therefore, it was decided to test the differences in the thermal behavior of individual concrete, by analyzing the heat flux densities.The highest peak was obtained in the case of reference concrete Ref-0, while definitely lower heat flux densities were recorded for basalt-based concrete. This is mainly due to the significantly lower value of both the thermal conductivity and specific heat of this concrete.A and mercury intrusion total porosity P. As mentioned earlier, the results differ significantly. Despite this, there is a not very strong correlation between the results. The mercury method seems to be effective for pore analysis below 1 um, while in the case of optical analysis, it allows the determination of pore contents larger than 10 um [an 10 um ,50.A and the thermal conductivity λ is shown. A very strong correlation was observed, for which the coefficient of determination was close to 0.99. No correlation was found for specific heat vc. This is most likely due to the fact that the used aggregates had different densities, which significantly affected the specific heat as well as aeration of the cement matrix in Bas-8 concrete. The obtained results confirm the conclusions from the work [In the work : The comA and maximum values of heat flux density q. Quite high correlations were observed between the porosity and the peak of the heat flux density. Especially in the case of a thermocouple located 3.4 cm from the uninsulated surface of the specimen. Surface thermocouple results may be subject to greater inaccuracies due to surface heat exchange effects, which is why the coefficient of determination was lower in this case.A and compressive strength cmf after 28 and 90 days of curing. At both time intervals, the coefficient of determination is quite high, especially in relation to the results after 90 days of curing. Obviously, with the increasing porosity of the concrete, the compressive strength decreased significantly. In contrast to [trast to , the useAdditional pores were created by aeration of the cement matrix caused by the shape of the basalt aggregate. In contrast to the gravel round aggregate (Ref), the broken sharp edges of the basalt aggregate caused air entrapment in the cement paste in the Bas-8 concrete.The additional porosity of Bas-8 concrete caused a significant reduction in compressive strength compared to reference concretes, despite the fact that basalt aggregate has a much higher resistance to fragmentation than natural gravel aggregate.Both the thermal conductivity coefficient and volumetric specific heat have been lowered in concrete based on basalt aggregate in comparison with the data obtained for reference concrete, despite the higher thermal conductivity of basalt aggregate compared to gravel aggregate.The process of specimen drying occurred considerably faster in basalt-based concrete despite its higher density exhibited by this composite throughout the entire drying period.This study examines the impact of aggregate shape on the compressive strength and thermal properties of concretes with silica fume made based on two different aggregates: natural round gravel aggregate and crushed basalt aggregate. The results of the experimental studies can be summarized as follows:Therefore, it should be concluded that the attempt to improve the mechanical and heat accumulation properties of concrete through the use of a high-quality crushed basalt aggregate and addition of silica fume failed. Despite the fact that, the obtained composite had higher density, the values of compressive strength and specific heat deteriorated.The total porosity values were increased , which led to a noticeable reduction in the compressive strength of the modified material and also decrease of the values of thermal conductivity and specific heat.The results point to the need for great caution in predicting the effects on strength and thermal properties associated with the shape of the coarse aggregate and simultaneous use of silica fume, which in some cases may turn out to be not necessarily beneficial.


A stepwise multiple regression analysis with the %FM_DXA as the dependent variable and age and nine skinfold thicknesses as potential predictors was carried out and validated using a repeated 10-fold cross-validation. A linear regression analysis with the sum of nine skinfolds as the independent variable was also carried out and validated using a repeated 10-fold cross-validation. The results showed that the anthropometric equations validated on able-bodied populations are inaccurate in the estimation of %FM_DXA with an average bias ranging from 0.51 to −13.70%. Proportional bias was also found revealing that most of the anthropometric equations considered, tended to underestimate/overestimate the %FM_DXA as body fat increased. Regression analysis produced two statistically significant models (P < 0.001 for both) which were able to predict more than 93% of total variance of %FM_DXA from the values of four skinfold measurements  or from the sum of 9 skinfolds. Repeated cross-validation analysis highlighted a good predictive performance of the proposed equations. The predictive equations proposed in this study represent a useful tool for clinicians, nutritionists, and physical conditioners to evaluate the physical and nutritional status of athletes with unilateral lower limb amputation directly in the field.To date there is no anthropometric equation specific to athletes with unilateral lower limb amputation to estimate the percentage of fat mass (%FM). This study investigated the accuracy of a set of anthropometric equations validated on able-bodied populations to predict the %FM assessed by-means of dual-energy x-ray absorptiometry (DXA) in athletes with unilateral lower limb amputation. Furthermore, a predictive anthropometric equation specific to athletes with unilateral lower limb amputation was developed from skinfold thickness measurements using DXA as the reference method for the estimation of the %FM. Twenty-nine white male athletes with unilateral lower limb amputation underwent a DXA scan and an anthropometric assessment on the same day. The %FM, calculated through several existing anthropometric equations validated upon able-bodied populations, was compared with the DXA-measured %FM (%FM_DXA). Accuracy and agreement between the two methods was computed with two-tailed paired-sample  Amputation is defined as the total or partial absence of bones and/or joints as a result of trauma, illness  or congenital anomalies . Among tAfter a lower-limb amputation, subjects undergo changes in their body composition including increased whole-body adiposity  along wiToday, the Dual-Energy X-Ray Absorptiometry (DXA) is recognized as an accurate method to objectively assess body composition in athletes with a physical impairment . HoweverThe accuracy of anthropometry lies in the use of predictive equations which are specific to the population under evaluation . In factMany predictive anthropometric equations are nowadays available for different populations of able-bodied subjects, both non-athletes  and athlDXA) has never been investigated in athletes with unilateral lower limb amputation. Some studies showed a lack of transferability of the anthropometric equations developed for able-bodied populations  was 24 subjects. In order to comply with a possible ∼20% dropout, thirty participants were initially recruited. Inclusion criteria were practicing an adapted sport at a competitive level for more than 1 year prior to testing and not suffering from any chronic or systemic disease or other physical impairments, apart from the amputation, that might affect body composition. One athlete did not complete the measurements therefore twenty-nine male white athletes with unilateral lower limb amputation were considered for the analysis. These athletes suffered from amputation through the hip or transfemoral amputation (n = 14), amputation through the knee or transtibial amputation (n = 13), amelia of a lower limb (n = 1), leg length discrepancy (n = 1). The mean age of the athletes was 35.86 ± 9.11 years. The cause of amputation was traumatic in 27 athletes and congenital in 2 athletes. In the case of amputation due to a trauma, the duration of injury was 13.8 ± 1.9 years. Athletes had been regularly involved in amputee soccer (n = 11), sitting volley (n = 1), wheelchair basketball (n = 4), track and field (n = 4), paratriathlon (n = 2), para ice hockey (n = 1), skydiving (n = 1), and handbike (n = 5) for 7.5 ± 1.2 years. All athletes competed at national level and 15 of them competed also at international level. The weekly amount of training was 5.0 ± 0.4.The required sample was estimated “.3.1.9.2 . SettingDXA and the DXA-measured regional %FM, athletes were divided into two groups: athletes with above-knee amputation  and athletes with below-knee amputation .When assessing the possible impact of the level of amputation on the %FMThe study was conducted in accordance with the Declaration of Helsinki, and the protocol was approved by the Institutional Review Board of the local University. All the participants were informed about the aims of the study and the experimental procedures, and they knew that they could withdraw at any time. All participants read and signed the informed consent form.On the same day, athletes underwent an anthropometric evaluation and a whole-body DXA scan. The measurement session took place in the morning, after a 3–4 h fast. During all measurements the participants wore minimal clothing . All participants were asked not to undertake any strenuous physical activity the day before each measurement session and they were also required not to undertake any exercise on the morning of the measurements.The participants were asked to wear their prosthesis before having their body weight and stature measured. Body mass was assessed with prosthesis to the nearest 0.1 kg using a certified electronic scale . The weight of the prosthesis was then taken and subtracted from the previous weight with the prosthesis to get the actual body mass. Standing height was measured to the nearest 0.1 cm using a Harpenden portable stadiometer  according to conventional criteria and measuring procedures .Body composition was assessed by means of Dual-Energy X-ray Absorptiometry (DXA) on a QDR Explorer fan beam densitometer . In our laboratory quality control of the DXA scanner is performed daily before actual use by means of an encapsulated spine phantom  to check for possible baseline drift. Participants undertook whole-body DXA scanning according to “The Best Practice Protocol for the assessment of whole-body body composition by DXA” . PositioDXA and the percentage of fat mass (%FM) in the trunk, arms (right and left) and legs (right and left) regions. For analysis at the regional level, the average %FM of the right and the left arm (arms) and the %FM of the non-impaired leg were used. The same trained investigator carried out all measurements and analyzed all the DXA scans to ensure consistency.Analysis of DXA scans was performed using Hologic Discovery software for Windows XP version 12.6.1 according to the manufacturer’s procedures to get the %FMSkinfold thicknesses were measured to the nearest 0.2 mm by the same trained investigator with a Harpenden caliper  at the biceps, triceps, subscapular, chest, axilla, suprailiac, abdominal, anterior thigh (of the non-impaired leg) and calf (of the non-impaired leg) according to standard procedures . DuplicaBody density or the %FM were calculated using nine anthropometric equations developed in able-bodied athletic populations  and nineThe normality of data was checked, and all variables did not show significant deviations from the gaussian distribution. Descriptive statistics (mean and standard deviation) were computed for all variables.DXA and the DXA-measured regional %FM between the AKA e BKA groups were assessed by the two-tailed independent-sample t test. As the AKA and BKA groups were similar in both the %FMDXA and the regional %FM, the level of amputation was not taken into account for further analyses and the study sample was considered as a whole.Differences in the %FMDXA) was computed to get a measure of systematic measurement errors. The %FM obtained by each anthropometric equation was compared with the %FMDXA using the two-tailed paired-sample t-test. The Lin’s concordance correlation coefficient (ρc) was used to quantify the agreement between the %FMDXA and each anthropometric equation (r < 0.40), fair (r between 0.40 and 0.59), good (r between 0.60 and 0.74) and excellent (r between 0.75 and 1.00). The Reduced Major Axis (RMA) regression  and the %FM predicted by each anthropometric equation. In case of perfect agreement, the intercept and the slope of the RMA line are 0 and 1, respectively.Mean bias  by the Pearson’s product-moment correlation coefficient (r). The strength of the correlation coefficient was considered small (r = 0.00–0.30), moderate (r = 0.31–0.49), large (r = 0.50–0.69), very large (r = 0.70–0.89), and almost perfect for assessing relationships (r = 0.90–1.00) as suggested by Agreement between each anthropometric equation and DXA was tested using Bland-Altman analysis (limits of agreement and range) . The preDXA as the dependent variable and with age and 9 skinfold thicknesses  as potential predictors. The value of probability of F-to-enter was equal to 0.05 and the probability of F-to-remove was equal to 0.10. The adjusted coefficient of determination (R2) and the standard error of estimate (SEE) were used to represent the goodness-of-fit of the predictor model. Homoscedasticity of data was assessed by plotting the residuals of multiple regression analysis against the predicted values. The Durbin-Watson test was used to test for autocorrelation in the residuals, while the variance inflation factor and the condition index were calculated to test collinearity. A linear regression analysis with the %FMDXA as the dependent variable and the sum of 9 skinfolds as the independent variable was also carried out. For both the regression models, Cohen’s f squared (f2) was used to calculate the effect size of the regression model and interpreted as small (f2 ≥ 0.02), medium (f2 ≥ 0.15) and large (f2 ≥ 0.35) according to Cohen’s guidelines .A stepwise multiple regression analysis was carried out with the %FMidelines . The devP ≤ 0.05.Statistical analyses were performed using SPSS v. 16.0  and R-4.0.3 . The statistical significance was set at DXA and the DXA-measured regional %FM of the whole sample as well as for the AKA and BKA groups are reported in t-test showed no statistically significant differences between the AKA and BKA groups in age, %FMDXA and the DXA-measured regional %FM (Descriptive statistics (mean and standard deviation) for age, %FMonal %FM .DXA is presented in t-test showed that only the average %FM obtained with the Eq_DWg  was small , large , very large  and almost perfect (Eq_Rei vs. DXA), indicating that as the %FMquations , 2.DXA . The model was:In the whole sample, by entering age and nine skinfold thicknesses  as potential predictors in stepwise multiple regression analysis, a statistically significant model was estimated for %FM2, SEE and f2 were 0.943, 1.05 and 16.54, respectively. The Durbin-Watson was 2.30, indicating that there was no autocorrelation between the residuals. The variance inflation factor and the condition index were, respectively, < 2.6 and < 24.9 for all the predicting variables showing that multicollinearity between the variables in the model was weak.Adjusted RR2 = 0.89 [range = 0.78–0.94]; mean MAPE = 1.18 [range = 0.85 – 1.73]).The validation of our model using a repeated 10-fold cross-validation, showed that the model has good predictive performance  with a good predictivity (R2 = 0.93). The model was:As several of the existing anthropometric equations used the sum of skinfolds as a predictor of the body density or the %FM, we also calculated the prediction of a regression model using the sum of 9 skinfolds as the independent variable. Analysis yielded a statistically significant model .The validation of our model using a repeated 10-fold cross-validation, showed that the model has good predictive performance  and the consequent differences in the distribution of body fat in comparison with able-bodied persons . To the DXA in athletes with unilateral lower limb amputation. The %FM obtained by the Eq_DWg was the only anthropometric equation able to predict the %FM close to the %FMDXA with a mean bias equal to 0.51%, the difference being not statistically significant  systematically underestimated the %FMDXA. Moreover, a large (> ± 4%) systematic bias was found in 8 out of 18 of the evaluated anthropometric equations   .DXA with a mean bias ranging from −2.1% in the equation by Sloan and Weir to −9.0% in the equation of Lean et al. It is important to underline that the study sample of Willems and colleagues  and possibly also their range of %FM, for example grouping athletes with a %FM lower than 15%, between 15 and 20%, between 20 and 25%, greater than 25%.Proportional bias in most comparisons between the %FMDXA, regardless of whether they have been validated in athletes or in non-athletes. Accordingly, these results underline the need for anthropometric equations for estimating the %FM in this specific athletic population.Taken together these results suggest that in athletes with unilateral lower limb amputation, the anthropometric equations validated upon able-bodied populations are inadequate in accurately predicting the %FMDXA in athletes with unilateral lower limb amputation. The developed equations using four skinfold thicknesses  and the sum of 9 skinfolds as predictors are able to predict more than 93% of total variance in %FMDXA with a small SEE (about 1% for both) and a large effect size (f2 > 13.1). Moreover, repeated cross-validation analysis highlighted a good predictive performance of both proposed equations. Accordingly, the anthropometric equations developed in the current study accurately estimate the %FMDXA and can therefore be used as a field tool to assess the %FM in white male adult athletes with unilateral lower limb amputation. Moreover, they may even represent a useful tool for clinicians, nutritionist, sport doctors and physical conditioners to get important information about the nutritional status of their athletes.This study represents the first attempt to develop population-specific anthropometric equations to predict the %FMThis study has some limits to be mentioned. A first limitation is the small sample size. However, it is important to consider that this study deals with a highly specific population  making it difficult to recruit a large number of participants especially when they are required to travel in order to reach the site of data collection . A second limit of the study was the limited number of measured anthropometric variables, which prevented the use of some anthropometric equations which could be applied in this population e.g., . Third, n = 29) with the same type and severity of physical impairment  and homogeneous for gender, age group and race. Third, in this study we assessed the ability of a large number (n = 18) of anthropometric equations in predicting the %FMDXA, which had been validated upon both athletes and non-athletes.In this study there are also some important strengths to underline. First, we used DXA as the reference technique to provide an accurate measure of %FM. DXA measurements are greatly reproducible and the validity of this method has been previously demonstrated also in athletes with a physical impairment . Second,DXA. This further underlines the need for impairment-specific anthropometric equations to estimate body composition in athletes with a physical impairment. As a first step toward this aim, this study produced two anthropometric equations based on skinfold thickness measurements to estimate the %FMDXA in athletes with unilateral lower limb amputation. Nutritionists, clinicians and sports professionals will therefore benefit from using these proposed predictive equations as a rapid, non-invasive tool for assessing and monitoring body composition in athletes with unilateral lower limb amputation.In conclusion, this study filled a knowledge gap in the literature by showing that the available anthropometric equations derived from able-bodied populations (both athletic and non-athletic) are inaccurate in athletes with unilateral lower limb amputation in predicting the %FMThe raw data supporting the conclusions of this article will be made available by the authors, without undue reservation.The studies involving human participants were reviewed and approved by the Institutional Review Board of the University of Verona. The patients/participants provided their written informed consent to participate in this study.VC and CM conceived and designed the experiments. VC performed the experiments. MS and VC analyzed the data and conducted formal analysis. VC and CM wrote the manuscript with support from CZ. MV, CZ, and CM supervised and validated. All authors provided critical feedback and helped shape the research, analysis and manuscript.The authors declare that the research was conducted in the absence of any commercial or financial relationships that could be construed as a potential conflict of interest.


Control of technical parameters obtained by ready-mixed concrete may be carried out at different stages of the development of concrete properties and by different participants involved in the construction investment process. According to the European Standard EN 206 “Concrete–Specification, performance, production and conformity”, mandatory control of concrete conformity is conducted by the producer during production. As shown by the subject literature, statistical criteria set out in the standard, including the method for concrete quality assessment based on the concept of concrete family, continue to evoke discussions and raise doubts. This justifies seeking alternative methods for concrete quality assessment. This paper presents a novel approach to quality control and classification of concrete based on combining statistical and fuzzy theories as a means of representation of two types of uncertainty: random uncertainty and information uncertainty. In concrete production, a typical situation when fuzzy uncertainty can be taken into consideration is the conformity control of concrete compressive strength, which is conducted to confirm the declared concrete class. The proposed procedure for quality assessment of a concrete batch is based on defining the membership function for the considered concrete classes and establishing the degree of belonging to the considered concrete class. It was found that concrete classification set out by the standard includes too many concrete classes of overlapping probability density distributions, and the proposed solution was to limit the scope of compressive strength to every second class so as to ensure the efficacy of conformity assessment conducted for concrete classes and concrete families. The proposed procedures can lead to two types of decisions: non-fuzzy (crisp) or fuzzy, which point out to possible solutions and their corresponding preferences. The suggested procedure for quality assessment allows to classify a concrete batch in a fuzzy way with the degree of certainty less than or equal to 1. The results obtained confirm the possibility of employing the proposed method for quality assessment in the production process of ready-mixed concrete. The construction industry is an economic sector characterised by high changeability and diversity. Individual character of the facilities constructed is expressed in their unique qualities, such as form, shape and purpose, and influenced by such factors as environmental conditions (the facility’s surroundings), completion time, technologies applied and building materials used. Much of the work related to facility construction involves optimisation of project completion time , optimisConcrete is a building material widely used in construction , while rThe traditional approach to the quality assessment of ready-mixed concrete is through experiments ,31, whicn = 3), as is the case in concrete quality control, qualification errors are not uncommon. Statistical quality control arrangements are a result of a “strategic game” between the producer and the consumer, whereas the standard conformity criteria represent a compromise between the quality, economy and safety requirements. Recommended measures for standard conformity control set out in EN-206 continue to evoke discussions, and the research conducted in the field reveals inadequacies .The compressive strength :cmf is the mean compressive strength of concrete, and ckf is the characteristic compressive strength of concrete.For method A and sample of size –n ≥ 15, (10):cmf is the mean compressive strength of concrete, ckf is the characteristic compressive strength of concrete, σ-estimate for the standard deviation of a population.For method B and sample of size Standard conformity criteria for concrete compressive strength can be given in Equations (9) and (10):T(t) that can be determined for specific concrete classes on the basis of a statistical-fuzzy experiment.In Equations (6) and (7), the test characteristic T is a fuzzy value of membership function μIn order to determine the membership function for the considered concrete classes (three adjacent concrete classes), statistical-fuzzy method (three-phase method) was applied ,43. The x and y were defined. The variable x represents the point of division of the values of test characteristics T for the considered concrete class and lower. The variable y represents the point of division of test characteristics for the considered concrete class and higher. It is assumed that the pair  is a two-dimensional, normal random variable, for which marginal distributions x(t)p and y(t)p of random variables xx→Nσ and yy→ Nσ may be determined. Marginal distribution parameters were determined by means of Monte Carlo simulation methods and the following calculation algorithm [N groups of random numbers of size n = 3 from normal distribution;Generate iC−1, iC, iC+1 ;Randomly select concrete class—Concrete of three adjacent classes Randomly select standard deviation from 2, 3, 4, 5, 6 MPa with 1/5 probability;n-times to obtain cif,…, cnf;Repeat (1) and (2) w from normal distribution;Randomly select defectiveness Calculate mean compressive strength of adjacent concrete classes from Equation (11):Calculate standard deviation from Equation (12):Determine the characteristic compressive strength for the considered and lower concrete classes from Equation (13):Calculate mean compressive strength of the considered and lower concrete classes from Equation (15):ξ, η) and determine the histogram of marginal distributions by summing rows and columns. The first marginal distribution is the sum of rows and the classification by the considered and lower concrete classes. The second marginal distribution is the sum of columns and the classification by the considered and higher concrete classes.Create a table for the probability distribution function of random vector p and η(xn)p  are the basis for determining membership functions of test characteristics for specific concrete classes, i.e., the second stage of calculations.The obtained graphs of marginal distribution probability functions iT for the considered i-class of concrete and higher can be represented by Equation (17):iF for the considered i-class of concrete and higher can be expressed by the following Equation (18):The calculations were performed in accordance with the adopted algorithm. The membership function of the test characteristic i-class of concrete cif can be calculated from Equation (19) or (20):The fuzzy membership function for the considered F(z) is a Laplace function given by Equation (22):Eventually, Equation (20) can be written the following Equation (21):Kμ(cmf) value, the considered concrete batch can be recognized as a specific concrete class. Such recognition might be more or less accurate, depending on the economic requirements and the impact of classification on the quality assessment of the concrete produced.Having calculated membership functions for different concrete classes (considered concrete class and adjacent concrete classes) and mean compressive strength for the sample of size n, one may determine the degree of concrete belonging to a specific concrete class. Based on the n = 3, consistent with normal distribution, marginal distribution density functions and fuzzy membership functions were estimated for concrete class C25/30 and every second adjacent concrete class, C16/20 and C25/30.The procedure of statistical-fuzzy conformity control  was carrx,σxm), i.e., the point of division for concrete of classes C16/20 and C20/25, xm = 26.5 MPa, and xσ = 4.48 MPa, respectively. The parameters of marginal distribution of random variable y → N, the point of division for concrete of classes C20/25 and C25/30, were estimated as ym = 39.8 MPa and yσ = 5.46 MPa, respectively  for the considered concrete class C20/25 does not reach value of 1.0, which allows for concluding that the recommended concrete class division is too dense. The above analysis was carried out for concrete class C20/25 and every second adjacent concrete class .Marginal distribution graphs for the considered concrete class C20/25 and every second adjacent class, C12/15 and C30/37, also overlap, but the maximum abscissa value of the membership function for the considered concrete class C20/25 amounts to 0.83. By performing subsequent calculations, membership functions for separate concrete classes would be obtained, marginal distributions would not overlap, and the membership function graph (green curve) for the concrete class C20/25, for specified values of mean compressive strength, would reach the value of 1.0.n = 3 of concrete class C20/25. Mean compressive strength is 30.5 MPa. On the basis of the membership functions determined  can be masked by “good” results (high compressive strength). With regard to the concrete family, it is necessary to apply: a single cement type, a single concrete class, aggregate of similar characteristics , concretes with or without additions, all consistencies, concretes of limited range of compressive strength.EN 206  standardTherefore, concretes of a limited range of compressive strength should be applied with regard to the concrete family. In accordance with the statistical-fuzzy analysis carried out, it is recommended to limit the range of compressive strength to three adjacent classes so as to ensure the effectiveness of the conformity control performed for the concrete family.The statistical-fuzzy methods proposed can be applied in cases of non-compliance with the concrete class intended by the design. The decision of either demolition or reinforcement of a structure may be preceded by the fuzzy concrete classification analysis, whose results may impact both the designer’s and investor’s decisions related to the state of the structure analysed .Taking into account the compressive strength measurement uncertainty broadens the range of acceptability of assessment results obtained. It is in the interest of each party of the construction process for a reliable assessment of concrete conformity to be performed.In the analysis carried out during conformity assessment, it is important to consider that each result obtained is encumbered with uncertainty, thus disregarding uncertainty completely is not an appropriate approach. The only case when it is possible to disregard measurement uncertainty in assessment is a situation when all of the results obtained meet the conformity criteria. In other instances, i.e., when the product is disqualified on the basis of the results obtained without measurement uncertainty taken into account, such an approach is unadvisable, as it may lead to a falsely negative result for a product that, in fact, meets the standard conformity criteria.Taking into account the compressive strength measurement uncertainty broadens the range of acceptability of assessment results obtained. It is in the interest of each party in the construction process that a reliable assessment of concrete conformity be performed.In the analysis carried out during conformity assessment, it is important to consider that each result obtained is encumbered with uncertainty, and thus, disregarding uncertainty completely is not an appropriate approach. The only case when it is possible to disregard measurement uncertainty in assessment is a situation when all of the results obtained meet the conformity criteria. In other instances, i.e., when the product is disqualified on the basis of the results obtained without measurement uncertainty being taken into account, such an approach is unadvisable, as it may lead to a falsely negative result for a product that, in fact, meets the standard conformity criteria.The proposed concept of quality assessment allows for minimising the risk of wrong classification of a concrete batch, i.e., overstating or understating the concrete class.Employing non-standard methods of conformity control of concrete compressive strength may become a useful tool in the investment-related (technology-related) decision-making process.The analyses carried out reveal that the statistical-fuzzy conformity control can play an arbitrary role in the quality assessment of the concrete produced.Statistical-fuzzy and fuzzy methods allow to take into account the opposing requirements of safety, quality and economy. Taking these requirements into consideration is made possible by determining a degree of membership lower than 1 for the considered concrete class.The alternative method of concrete quality assessment is easy to apply; however, it requires a complex calculation procedure, which significantly limits its universal use in the production process. Widespread application of this method would require implementing specialised utility software developed based on specific algorithms.The advantages of the statistical-fuzzy approach are particularly observable when employing the concept of concrete families. It allows to minimise the uncertainty connected to the transformation relation between the results for compressive strength of each concrete family member.Based on this approach, a risk matrix may be developed for a construction facility in order to verify the assigned reliability class specified in the construction design.Statistical-fuzzy methods are fully compatible with the concept of sustainable construction. Accidental understating of the concrete class results in the rejection of a concrete batch by the recipient. An unsuitable concrete mix is then considered as construction waste, which contradicts the principles of rational use of construction materials and mineral resources.Standard conformity criteria and procedures for assessing the compressive strength of concrete and verifying the concrete’s compliance with the requirements set for designed concrete classes frequently lead to inappropriate production-related decisions and strategies. Doubts regarding the assessment and classification of the compressive strength of concrete are, therefore, the reason for seeking new methods based on statistical-fuzzy procedures supporting the quality control of the concrete produced. Statistical-fuzzy methods are, therefore, proposed as an alternative in the quality assessment of ready-mixed concrete:


GAR+] prion in Saccharomyces cerevisiae reduces both transcriptional expression of the HXT3 hexose transporter gene and fermentation capacity in high sugar conditions. We evaluated the impact of deletion of the HXT3 gene on the expression of [GAR+] prion phenotype in a vineyard isolate, UCD932, and found that changes in fermentation capacity were observable even with complete loss of the Hxt3 transporter, suggesting other cellular functions affecting fermentation rate may be impacted in [GAR+] strains. In a comparison of isogenic [GAR+] and [gar–] strains, localization of the Pma1 plasma membrane ATPase showed differences in distribution within the membrane. In addition, plasma membrane lipid composition varied between the two cell types. Oxygen uptake was decreased in prion induced cells suggesting membrane changes affect plasma membrane functionality beyond glucose transport. Thus, multiple cell surface properties are altered upon induction of the [GAR+] prion in addition to changes in expression of the HXT3 gene. We propose a model wherein [GAR+] prion establishment within a yeast population is associated with modulation of plasma membrane functionality, fermentation capacity, niche dominance, and cell physiology to facilitate growth and mitigate cytotoxicity under certain environmental conditions. Down-regulation of expression of the HXT3 hexose transporter gene is only one component of a suite of physiological differences. Our data show the [GAR+] prion state is accompanied by multiple changes in the yeast cell surface that prioritize population survivability over maximizing metabolic capacity and enable progeny to establish an alternative adaptive state while maintaining reversibility.Establishment of the [ Saccharomyces cerevisiae is a remarkably adaptable organism specialized in dominating fermentative environments , allows yeast to circumvent glucose-repression of alternative carbon sources and utilize alternative carbon substrates in the presence of glucose . Growth on this medium indicates the ability to bypass glucose-repression, which is enabled by a mutation or induction of the [GAR+] prion. In a natural context [GAR+] is induced by the presence of specific bacteria and bacterially produced organic acids  mRNA transcript levels  does not enable growth on the prion-selective medium , which was isolated from a vineyard in Italy , and UCDXT3 gene . UCD932 GAR+] prion was induced in these strains  by plating on to GGM selective media ] for one generation. The presence of the prion was confirmed by assessment of the [GAR+] phenotype as described in The [ve media  then resgar–] and [GAR+] and UCD932-1 hxt3Δ [gar–] and [GAR+] were picked from YPD plates and inoculated into 10 mL of synthetic juice or Minimal Must Media (MMM) with 208 mg/L Yeast Nitrogen Equivalents (YNE) and grown on a rotary drum at 25°C for 48 h (600 nm) of the cultures was determined, and 75 mL of MMM 208 YNE in 150 mL Erlenmeyer flasks was inoculated at 0.05 A600 nm. Fermentations were performed with six biological replicates. Flasks were placed on an orbital shaker at 120 RPM at ∼25°C. Flasks were weighed daily to track fermentation progress via CO2 loss. The data presented is the mean and SD of the rate which was calculated by taking the derivative of the loss of CO2 (grams) per day.Single colonies each of UCD932 [for 48 h . The Absgar–] and [GAR+] were inoculated into 5 mL of 2% YPD liquid media and allowed to grow overnight on a rotary drum at 25 °C. Cultures were then reinoculated at 0.1 A600 nm and allowed to reach mid-log phase (∼0.4 A600 nm) before imaging. A wet mount of [gar–] and [GAR+] cells was prepared by placing 5 uL of the sample on a clean slide and adding a cover slip. Cells were captured using a 40X lens on a Celestron® LCD Deluxe Digital Microscope . Population histograms, average cell size, and volume were assessed with the Scepter 2.0 Handheld Automated Cell Counter . Cultures were diluted 1:10 into 1X Phosphate Buffer Saline (PBS) adjusted to 7.4 pH. The Scepter 2.0 was equipped with the 40 uM Sensors . Histograms were downloaded from the Scepter Software version 2.1.Single colonies of UCD932 [gar–] and [GAR+] were streaked onto Difco™ Wallerstein nutrient agar (WLN)  to assess colony morphology. Colonies were photographed after 3 days of growth at 30°C. WLN medium contains bromocresol green as an indicator of pH and is used to differentiate acid-producing microbes from those that are not acid producing . Stationary cells were taken from the original overnight cultures (∼1A600 nm). Wet mounts were prepared and photographed with the Carl Zeiss AX10 Imager. A1 Microscope , Zeiss EX Plan-NEOFLUAR 100X oil immersion lens, with the Zeiss 38 HE Filterset (Ex:440/Em:550). Images were exported in the.tiff format using the Zeiss AxioVision acquisition software version 4.8 from Carl Zeiss. Similar exposure times were used for all images being compared.Single colonies of UCD932 [gar–] and [GAR+] were picked and inoculated into 10 mL of 2% YPD Liquid and grown overnight on a rotary drum. Cultures were then reinoculated at 0.1 A600 nm and allowed to reach mid-log phase (∼0.4 A600 nm) before imaging. Sample preparation was undertaken as advised by Amnis® ImageStreamX® MarkII Imaging Flow Cytometer  instrument guidelines: ∼5×106 cells/mL, washed and suspended in 1X PBS, and filtered through 70 μm mesh. 10,000 events were acquired with Amnis INSPIRE® using the 488 nm laser and 60X magnification . Since only one fluorophore was being assessed and brightfield images were not used for additional analysis no compensation was applied in this sample data.Single colonies of UCD932 Hxt3-GFP [fication . IDEAS® gar–] and [GAR+] were selected from 2% YPD agar plates and inoculated into 10 mL MMM prepared at 208 mg/L YNE and allowed to grow on a rotary drum at 25°C for 48 h. These cultures were then used to inoculate 150 mL of MMM 208 mg/L YNE in 250 mL baffled flasks at 0.05 A660 nm. Fermentations were performed in triplicate. Flasks were weighed daily to track fermentation kinetics through the evolution of CO2. On day 2 (early) and 7 (late) of fermentation, 50 mL samples were taken, spun down at 8000 × g for 8 min discarding the supernatant, washed in 50 mL of sterile H2O, and spun down again removing the supernatant. Cells were then resuspended in 10 mL of sterile DI H2O, transferred to 15 mL conical centrifuge tubes , spun down 10 min at 4000 × g, supernatant aspirated and pellets frozen in liquid nitrogen then stored at −80°C.Single colonies of UCD932  vs. [GAR+] fermentations, and day 2 vs. day 7 fermentation phospholipid species. The significance of phospholipid species was determined by pair-wise t-test and analysis of variance (ANOVA). All of the phospholipid species shown in the data were determined to be significant (p ≤ 0.05). For the lipidomics data presented in p ≤ 0.05). Graphs and figures were generated using Prism 7 (GraphPad.com).The data was formatted and exported in a.csv file format and uploaded onto the MetaboAnalyst online platform . Partialt p ≤ 0.0. For thegar–] and [GAR+] colonies were inoculated into 10 mL of sterile filtered Chardonnay juice and placed on a rotary drum to grow at 25°C for 48 h. 250 mL Erlenmeyer flasks were fitted with PreSens PSt3 Oxygen Sensor Dots  and autoclaved. Flasks were aseptically filled with 150 mL of sterile filtered Chardonnay, allowed to warm to room temperature, and inoculated at 0.05 A600 nm with the UCD932 [gar–] or [GAR+] cultures. Fermentations were performed in triplicate. The PreSens Fibox 3 LCD Trace fiber optic oxygen transmitter was used in conjunction with the PS3t dots to track dissolved oxygen over the first 16 h of fermentation. A pair-wise t-test was performed to determine when the Brix between conditions was significantly different (p ≤ 0.05), asterisks have been added to Single UCD932 [GAR+] generally show a decrease in fermentation capacity, especially when challenged with microbial competition . These changes in morphology are not observed when comparing HXT3 wild-type cells to hxt3 null strains (data not shown) thereby adding further support to the hypothesis that establishment of the prion has impacts other than the simple reduction of level of expression of the Hxt3 protein. [GAR+] cells exhibit a wider range of diameter and volume across the population as compared to [gar–] . The prion appears to lead to greater cell surface population diversity, suggesting that the prion enables cells within the population to express a variety of growth phenotypes.In addition to differences in cellular size, induction of the prion also impacts colony morphology. On Wallerstein nutrient agar (WLN) plates, [ng media . [GAR+] e medium . The lar lighter . UCD932 GAR+] membrane organization, UCCT1405, a strain with a functional Pma1:mNeon fusion was compared between [gar–] and [GAR+] states , double cells and budded cells displayed roughly an 18–28% lower mean intensity of Hxt3-GFP fluorescence  and day 7 (late)  . As expekinetics .t-test and ANOVA. The composition of phospholipid species in [gar-] and [GAR+] conditions was visualized by partial least squared discriminant analysis (PLS-DA), with PC1 and PC2 capturing 55.7 and 25.5% of the variability, respectively  phosphatidylinositol (PI) and phosphotidylserine (PS) lipid species, in that order  and PS decreased while PC increased and phosphatidylinositol (PI) increased significantly  and phosphatidylethanolamine (PE) headgroups. Increased concentrations of PI in the cell membrane has been shown to be predictive of problematic fermentations, while increased PE is associated with low temperature fermentations  and palmitoleic acid (C16:1), and to a lesser extent palmitic acid (C16:0) and stearic acid (C18:0)  . In addi (C18:0) .gar–] cells exhibit a relatively high mol % of PC16:1–18:1, PC18:1–18:1, and PC18:0–18:1 on day 2 of fermentation. While PC16:1–18:1 remains elevated on day 7, PC16:1–16:1, and PC16:0–16:1 have increased relative to day 2 . Aceta H+ ions  so the lGAR+] prion state suggests that tolerance to acetic acid can become inherited in the absence of continued stress of acetic acid. Since resistance to acetic acid leads to cell surface changes that decrease permeability of this acid and since it is toxic internally and signals as a stressor internally, blocking of its uptake would be predicted to lead to a reversal of tolerance as acetate dissipates from the cell. A heritable memory of the presence of acetic acid in the environment would lead to enhanced cell survival, particularly in mixed-culture environments. The nature of that heritable memory remains elusive. It is unclear how the specific changes in membrane composition observed are inherited by progeny cells.The identification of the [GAR+] prion in wildtype and hxt3Δ strains of the vineyard isolate, UCD932, revealed that factors in addition to decreased expression of the hexose transporter underlie the reduced fermentative capacity associated with the prion. Colony, cell and plasma membrane morphology were found to differ between the two cellular states suggesting remodeling of the cell surface. In addition, plasma membrane phospholipid content varied in ways consistent with differences in fermentation capacity. Finally, membrane functionality, as measured by oxygen uptake also differed. We propose that, in the wild, prion establishment leads to a retooling of cellular metabolism and plasma membrane functionality. These changes serve as a dynamic protective mechanism to avoid cell damage under conditions where normal metabolic processes would be deleterious. These findings raise a fundamental question of the nature of the heritable unit associated with [GAR+] establishment. Further studies should elucidate the nature of inheritance of the [GAR+] phenotype.Comparison of the impact of induction of the [The raw data supporting the conclusions of this article will be made available by the authors, without undue reservation, to any qualified researcher. The raw data for the lipidomics analysis is available as a .cvs file in GW, LB, DB, and CH planned the studies. GW conducted the research with input from PL. CH conducted the lipidomic analysis. GW wrote the first draft. LB and GW wrote the final draft. All authors contributed to review and editing of the final draft.The authors declare that the research was conducted in the absence of any commercial or financial relationships that could be construed as a potential conflict of interest.


Ec), Poisson’s ratio (μ) and the constitutive relationship of CAAC under uniaxial compression. When the strain of CAAC reached the maximum value, the specimen was split and damaged rapidly. As the strength grade increased, the ratio of residual stress (σri) to peak stress (σ0i) decreased in the range of 0.17–0.28. The Ec of CAAC increased gradually, and μ increased to the peak value and then decreased. According to the test results, the constitutive equation of CAAC can be expressed by piecewise expression, which can better reflect all the experimental characteristics. It was also found that CAAC has many similar characteristics with coral concrete and lightweight aggregate concrete. To improve the strength and toughness of CAAC, some fibers, such as organic fiber, can be added to expand the application of CAAC in engineering projects.This study aimed to research the whole stress–strain curves of coral Fly Ash-Slag Alkali-Activated Concrete (CAAC) in different strength grades. Fly ash-slag alkali-activated concrete was used as cementing materials to produce coral aggregate concrete. A monotonic loading test was conducted on the prismatic specimens to obtain elastic modulus ( Statistics released by the European Cement Association [In recent years, with the rapid development of urban construction, the amount of cement used worldwide has surged. At the end of the last century, the global cement consumption exceeded 2.2 billion tons per year . Accordiociation  showed tociation . Hao et ociation  and Chenociation  also repThe environmental problems caused by cement production in the world cannot be ignored .According to the report, during cement production , every tAt the same time, with the rapid development of urbanization, many high-rise buildings, highways, factories, etc. have been built, which requires a large amount of concrete . Because2 emissions are reduced by 80% [The emergence of geopolymer  is expecd by 80% ,25,26,27d by 80% , fire red by 80% , thermald by 80% , water ad by 80% ,32, chlod by 80% ,34 and dd by 80% . Previoud by 80% ,40,41,42d by 80%  and the d by 80% . Zbignied by 80%  studied d by 80%  studied d by 80%  investigd by 80% ,49 had s3 content of more than 96%. These reefs can be made into coral aggregates, providing a new engineering material for the construction of islands [Due to the exhaustion of land resources, the development of ocean is of great strategic significance. Construction materials and freshwater resources on an island are extremely limited, and construction on an island is limited by high upfront cost. Therefore, it is logical to use local coral aggregates to take the place of traditional building materials. Coral aggregates concrete is prepared using coral aggregates instead of natural sandstone, thus posing no damage to the natural ecological environment on the island. There are many coral reefs in the sea by islands, with major components of aragonite. The high magnesium calcite is a special type of rock–soil with a CaCO islands ,51.At present, research on coral concrete (CPC) mainly focuses on the mix design, durability and basic mechanical properties. In 1951, Dempsey  pointed The combination of geopolymer binders and coral aggregates reduces the consumption of sand and cement and achieves eco-friendly concrete production. The whole stress–strain curve of uniaxial compression is the basis for studying the bearing capacity and deformation of concrete structures . For theIn this study, fly ash-slag and coral aggregates were combined to prepare alkali-activated coral aggregates concrete with three strength grades. From the perspective of structural design, the whole stress–strain curve of CAAC was systematically studied and compared with normal weight alkali-activated concrete (NAAC) with limestone aggregates, CPC and LPC of the same strength grades. It is of great significance to provide basic constitutive relation for the application of CAAC.The binder materials used in this study were fly ash (FA) and ground granulated blast furnace slag (GGBFS), which obtained from China Resources mixing Station, Nanning, China. The chemical compositions and physical properties of the FA and GGBFS are listed in 2O = 13.6%, SiO2 = 29.9% and H2O = 56.5% by mass. The specific gravity and the modulus of SS solution were 1.35 and 3.0, respectively. The solution of alkali activator was prepared by dissolving NaOH pellets with 99% purity in sodium silicate solution for 24 h. Potable tap water was used in all concrete mixes, and poly-carboxylic type superplasticizer (SP) with a specific gravity of 1.18 and pH 7 was used in NAAC and CAAC mixtures.The alkali activator used in this study is a mixture of NaOH solid and sodium silicate (SS) solution. For all AAC mixtures and mixtures containing additional water, the ratio of sodium silicate solution to NaOH was constant at 2.5. The chemical composition of SS solution was NaThe term water/solid (W/S) ratio in AAC was defined as the ratio of the total mass of water in the mixture to the sum of the mass of blended FA-GGBFS powder material, NaOH solids and sodium silicate solids. The W/S ratio determines the strength of AAC. In this experiment, the slump value of the designed AAC was 15–22 cm. Therefore, the dosage of superplasticizer for each mixture with different W/S ratio was modified to achieve the specified slump value.In addition, the minimum target compressive strength of CAAC should exceed 20 MPa for application to structural concrete members. In 2013, Vora et al.  found thAt present, there is no standard available as a reference for the mixing procedure of AAC, especially for structural-grade lightweight AAC. In this study, FA, GGBFS and aggregates were first stirred in a drum mixer for 5 min when NAAC was made. Then, the alkali activator solution and the mixture of water and superplasticizer were gradually added to the mixer, and the stirring process lasted another 5 min. Before the preparation of CAAC, it was necessary to soak the coral aggregate in tap water to remove impurities and reduce the concentration of chloride ion and then dry them. During the preparation, the coral aggregates were firstly wetted with little sodium silicate solution and stirred for 2 min, and then FA, GGBFS and river sand were added and stirred for 2 min. Finally, the alkali activator solution, superplasticizer and water were added gradually and stirred for 5 min. All the AAC concretes were put into the steel model and vibrated on the shaking table for about 10–20 s. It is noted that sodium silicate solution treatment of coral aggregates in the casting procedure of AAC can help to improve the quality of coral aggregates particle by reducing water absorption and increasing strength.For each strength grade mixture, three 100 mm × 100 mm × 100 mm cubes and three 100 mm × 100 mm × 300 mm prisms were cast. After casting, all specimens were covered with plastic film to prevent water loss. The specimens were taken out of the mold after 24 h and placed in a curing room at 25 ± 5 °C and relative humidity of 50–55% for 30 days.In this study, the uniaxial compression tests were performed on RMT-201 rock and concrete mechanical test system at the Structural Laboratory of Guangxi University, Nanning, China. The maximum loading range of the testing machine was 1500 kN, with an accuracy of 0.001 kN, and the minimum loading rate was 0.001 mm/s. According to the Chinese National Standard GB/T 50081-2002 , the comThe test equipment and the schematic diagram of the loading device are shown in The axial deformation in this study is the average value of the vertical LVDT and the axial strain gauges.The complete failure process of the specimen can be seen in the loading process. During the test, it is necessary to observe and record the form and development of the crack and the shedding phenomenon on the surface of the specimen. During the loading process, the strain gauge will be damaged when the crack penetrates, so the strain gauge generally measures the data before the specimen cracks.ε1 is the axial strain (0.0005); σ1 is the major principal stress; ε2 is the longitudinal strain; and σ2 is the stress corresponding to 40% of peak load.According to the American Society for Testing Materials (ASTM) , the elaμ, was calculated as follows:εt1 and εt2 are the transverse strains corresponding to ε1 and ε2, respectively.The Poisson’s ratio, The whole experimental process has three parts: (1) When the force on the specimen reached 0.10–0.20 times the peak load, the peeling phenomenon of CAAC occurred, which indicated that the specimen was in the compaction stage. (2) When the force on the specimen reached 0.6–0.85 times the peak load, small longitudinal cracks appeared on the surface of the specimen. Most cracks developed slowly and steadily. (3) When the loading continued, the crack continued to develop and extend to both ends of the specimen, and eventually led to the failure of the specimen. This indicates that the crack at this stage is not in stable development. These phenomena showed that CAAC was very brittle. With the increase of CAAC strength grade, the damage pattern was more serious and unpredictable. The failure characteristics of the NAAC and CAAC specimens were found to be similar, both with diagonal shear failure. The typical failure patterns are illustrated in σ0), the slope of the curve changed greatly. It can be seen that, when the stress was greater than σ0, the stress decreased rapidly, the curve dropped rapidly and the specimen was destroyed quickly and suddenly. This shows that CAAC is brittle and easily damaged when the strain is close to σ0. Meanwhile, the stress–strain curves of NAAC were similar to the curve of OPC, as shown in Based on the load and displacement of the specimen, the stress–strain curve is plotted in σ0), peak strain (ε0), residual stress (σr) and ultimate strain (εu) of CAAC and NAAC in three strength grades were measured, as listed in σ0i, σri, ε0i and εui represent the mean value of σ0, σr, ε0 and εu of the corresponding concrete specimens, respectively. For CAAC, the value of σri/σ0i was in the range of 0.17–0.28, decreasing with the increase of strength grade, which may indicate that the damage of CAAC is more serious with the increase of strength grade. The value of εu/ε0 was in the range of 1.72–1.94, which increased at first and then decreased as the strength grade increased. σ0 and ε0 of CAAC and NAAC. It can be seen that σ0 and ε0 tended to increase with the increase of strength grade, which may indicate that the anti-failure ability and safety factor of CAAC and NAAC increase with the increase of strength grade [The peak stress  and Poisson’s ratio (μ) of CAAC measured in the test are listed in Ec increased gradually and μ increased at first and then decreased. With higher strength grade of CAAC, the relative amount of coral aggregate and the combined surface area of aggregate and cementing material were reduced, which led to the decrease of transverse restraint of concrete and the value of μ decreased [The elastic modulus  and cube compressive strength (MPa), respectively.g et al. , the elaEc and μ of CAAC, NAAC, CPC and LPC were compared and analyzed, and the following results were obtained. When the strength grade is the same, the brittleness order for different types of concrete is as follows: CAAC > CPC > LPC > NAAC. The order of Ec is as follows: NAAC > CAAC = CPC > LPC. The brittleness and elastic modulus of CAAC limit its application in engineering construction. Therefore to expand the application scope of CAAC, it is necessary to improve its strength and toughness. Studies have shown that, to improve the strength of coral, superfine cement mortar and silicon mortar can be added on the surface of coral to form organic or inorganic covering layer to increase the density and rigidity [The whole stress–strain curve, rigidity . To prevrigidity . These mCAAC, which uses coral as coarse aggregates, is similar to CPC in engineering properties and is expected to be applied in engineering construction. Compared with the traditional OPC, CAAC has smaller elastic modulus and larger Poisson’s ratio, thus it is suitable for foundations and infrastructures with lower rigidity requirements. Compared with LPC-based concrete, CAAC has similar mechanical properties, and coral can be used to replace some lightweight aggregates. In coastal areas, coral is often treated as waste, and it can be used as aggregates for concrete to save material. In addition, compared with OPC and LPC, CAAC has the greatest brittleness. For some important buildings and structures, this characteristic is often disadvantageous. However, CAAC is recommended for structures such as foundations and walkways, which are subjected to static loads.Brittleness is the main cause of CAAC uniaxial compression damage. The CAAC would be divided into multiple cylinders as a splitting failure. The cracks of the specimen are mainly vertical cracks and inclined cracks. In addition, the failure of specimens usually occurs on the slope.μ) increases at first and then decreases. The reason is that the bond surface area between coral and cementing material decreases, which leads to the decrease of lateral restraint of concrete.According to the whole stress–strain curve of CAAC, the shapes and characteristics vary with different strength grades. As the strength grade increases, the Poisson’s ratio (For the whole stress–strain curves of CAAC, NAAC, CPC and LPC, there is no significant difference in the ascending stages, but there is a great difference in the descending stages. At the same strength grade, the descending stage of CAAC is the steepest compared with NAAC and CPC, which is basically consistent with CPC, indicating that CAAC is more brittle than NAAC and LPC. Superfine cement mortar and silicon mortar can be used to increase the strength of coral. It is recommended to add organic fiber to CAAC to improve the strength and toughness.The whole stress–strain curve of CAAC, which uses geopolymer and coral instead of cement and stone, was compared with NAAC, CPC and LPC. According to the test results, the following conclusions can be obtained:


Metabolic syndrome (MetS) in non-overweight/obese people is insidiously associated with cardiovascular disease. Novel anthropometric indices can reflect central obesity better than the traditional anthropometric indices. Therefore, we hypothesize that these newly developed anthropometric indices can better identify MetS in non-overweight/obese people than conventional indices.Cross-sectional data of sociodemographic, biochemical and anthropometric indices were collected from 2916 non-overweight/obese Chinese people. A body shape index (ABSI), body roundness index (BRI), waist-to-height ratio (WHtR), weight-adjusted-waist index (WWI) and abdominal volume index (AVI) were calculated. Partial correlation analysis was used to clarify the correlation between anthropometric indices and MetS variables. Binary logistic regression analysis was applied to assess the association between anthropometric indices and MetS and its components. Receiver-operating characteristic curve was used to identify the diagnostic ability of anthropometric indices for MetS and its components. The area under curve (AUC) difference between WHtR and each new anthropometric index was compared in pairs.After adjusting for covariates, AVI had the optimal ability of identifying MetS  and the strongest correlation with high-density lipoprotein cholesterol (HDL-C)  and the highest odds rations (OR) with low HDL-C group . The WHtR was comparable to BRI in assessing MetS . WHtR or BRI could also well identify hypertension  and dysglycemia  and female’s high triglyceride level (AUC 0.712). The recognition ability of the two was equivalent. The ability of ABSI and WWI to identify MetS was weak.AVI is the optimal anthropometric indices to identify MetS in non-overweight/obese Chinese adults. BRI and WHtR can also be considered as discriminators, while ABSI and WWI are weak discriminators. WHtR is easy to measure. So, it is recommended as an early preliminary screening method for the MetS in non-overweight/obese people. MetS is a cluster of cardiometabolic risk, including dysglycemia, elevated blood pressure, raised triglyceride levels, low high-density lipoprotein cholesterol levels, and central adiposity. Previous studies have found that at least one in four adults have MetS worldwide . Since tVisceral fat plays a critical role in MetS pathogenesis . Since vBRI, ABSI and AVI were all novel indices of body geometry and good predictors of visceral fat –21. BRI Thus, the current study was designed to compare conventional and novel indices for identifying MetS in non-overweight/obese Chinese adults. Meanwhile, we tried to screen out the most suitable anthropometric indices for MetS in non-overweight/obese Chinese adults and the optimal cut-off point based on different genders.2 and age between 18 and 75 years. Exclusion criteria were: (1) a history of corticosteroid or hormone therapy in the past 6 months; (2) those who have received weight loss program or lost weight ≥ 5% in the past 12 months; (3) a history of cardiovascular and cerebrovascular disease, heart failure, arrhythmia, malignant tumor, edema, viral hepatitis, cirrhosis, hepatic and renal insufficiency, thyroid dysfunction, skeletal malformation or amputation or dependence on a wheelchair or other mobile assistance device; (4) more than 14 units of alcohol per week for males  and more than 10 units per week for females; (5) pregnancy. Finally, 2916 subjects  were recruited. After fasting for one night, all subjects completed blood sample collection, anthropometric measurements and a short questionnaire.In the present study, 4790 participants who underwent routine check-ups were recruited from June 2018 to June 2019 at the check-ups center of Sir Run Run Shaw Hospital, affiliated with Medical College of Zhejiang University. All participants were Han ethnicity and came from more than 30 provinces in mainland China. Each participant finished a standard questionnaire which included information on age, body weight, disease history, medication history, and family history of cardiometabolic diseases and CVD. Inclusion criteria were BMI < 24 kg/mThe study was approved by the Ethics Committee of Sir Run Run Shaw Hospital, affiliated with Medical College of Zhejiang University. All participants provided written informed consent before taking part in the study.2). BRI, WWI, AVI and ABSI were calculated according to the following formula [Body height and weight were measured on the digital scale with light clothing and no shoes with the accuracy 0.1 cm and 0.1 kg, respectively. WC was measured at the end of a normal exhalation by placing a tape measure on the horizontal surface between the lower rib and the iliac crest, at the accuracy of 0.1 cm. Hip circumference was measured at the maximum extension of the hip bone. WHtR was calculated as WC (cm)/height (cm). BMI was obtained by dividing the participant’s weight (kg) by a square of height . After the subjects sat for 10 min, the researchers took two blood pressure records from their right arms. The average value of the two data was used for statistical analysis. The ARCHITECT C16000 chemical analyzer was used to measure fasting blood glucose (FBG), uric acid (UA), C-reactive protein (CRP), total cholesterol (TCHO), low-density lipoprotein cholesterol (LDL-C), HDL-C and triglyceride (TG) in a standard laboratory according to standard procedures.In the present study, MetS was diagnosed in accordance with the definition of the Chinese guidelines for the Prevention and Treatment of dyslipidemia in adults (2016 revision) . The part test, nonparametric test (continuous variable) or χ2 test  according to gender. Partial correlation analysis was applied to evaluate the correlation between various anthropometric indexes and metabolic variables such as systolic blood pressure (SBP), diastolic blood pressure (DBP), TG, HDL-C and FBG. Binary logistic regression analysis assessed the relationship between anthropometric indicators and MetS and its components. Age and CRP were adjusted by partial correlation analysis and binary logistic regression analysis, and z-scores of anthropometric indices were used. The ROC and AUC were used to assess the ability of five anthropometric indices to identify MetS and its components. Method described by Hanley and McNeil [p < 0.05 was considered statistically significant.SPSS 23.0 (IBM) was used for statistical analysis and MedCalc Version19.1 for ROC curve comparison. Data was described as mean and standard deviation for continuous variables and as frequencies and percentage for categorical variables. The study subjects were characterized by independent sample d McNeil  was usedA total of 2916 non-overweight/obese subjects  participated in the study. The prevalence of MetS was 4.9% , and the prevalence of dyslipidemia (21.65%) and hypertension (22.7%) was higher. Physical measurement indicators , clinical indicators  and the incidence of MetS and its components were significantly higher in males than in females (except HDL-C) . ABSI showed the weakest correlation (Table p < 0.001) and AVI had the highest dominance ratio in males . The OR of ABSI for MetS was the lowest   were analyzed using anthropometric Z-scores after controlling age, UA and CRP. WHtR, AVI, BRI were independently correlated with MetS and its components. These five anthropometric indexes had the high OR for MetS, among which WHtR had the highest dominance ratio in females  Table .Table 3TAs shown in Talbe 4 and Fig. There were no statistically significant differences between AVI with WHtR and BRI, while there were significant differences between WHtR with ABSI and WWI. The ability of WHtR to identify MetS was comparable to that of BRI and AVI, but significantly superior to that of ABSI and WWI Tables , 5.TableThe optimal cut-off value of each anthropometric index for evaluating MetS included WHtR , BRI , AVI . When the optimal cutoff point value was obtained, AVI showed the highest sensitivity (0.717) to identify MetS in men and the highest specificity (0.823) in women. WHtR had the highest specificity 0.76) for screening MetS in men and the highest sensitivity for identifying women (0.766) (Table  for screTo date, there have been only a few studies of anthropometric indicators of MetS recognition in non-overweight/obese people, and the results are not consistent with the latest anthropometric indicators. This cross-sectional study innovatively compared the identification ability of the novel central obesity index with traditional indicators for non-overweight/obese individuals with a large sample size and a larger population coverage. The results demonstrate that the novel anthropometric index can identify MetS in non-overweight/obese people. Among them, AVI had the best ability to identify MetS and low HDL-C in different genders.2 were taken as the study subjects, and MetS was taken as the disease, avoiding the assessment of BMI combined with WC.A growing number of studies showed that cardiometabolic disease often occurs in people with normal weight –6, 9. ViWHtR, another widely used traditional anthropometric index, is superior to BMI and WC in the assessment of central obesity –16, 32. Ulike the traditional anthropometric index, the new anthropometric index mostly started from the geometric model of the human body, reflected the VAT of the body in a three-dimensional way. Based on waist and hip circumference, AVI calculated the entire abdominal volume from symphysis of pubis to xiphoid appendix , theoretThis study found that BRI and WHtR had similar ability to screen MetS, which were similar to the results of previous studies , 42. WHtWWI is a recently developed unique obesity index based on weight and WC , which cIn addition, anthropometric indices were better at identifying MetS in females than in males after adjusting for confounding factors. This cannot be explained by conventional wisdom, which males have more visceral fat and females have more subcutaneous adipose tissue . This maCurrently, the novel anthropometric indicators have shown advantages in various fields. They are worthy of clinical and public health promotion for their ability to predict obesity-related diseases and deaths at an earlier stage, but new longitudinal studies are needed in a broader population to further explore their predictive power.Our study has several limitations. First, this was a cross-sectional study and it cannot reflect causality. Second, information on the lifestyle and drug therapy of the participants was not obtained in the study. These indices were all derived from WC. These may confound the relationship between anthropometric indices and MetS. Third, the participants were volunteers who were more concerned about their health and who might have a history of CVD or family history. Finally, we did not measure 2 h postprandial blood glucose, which may lead to under diagnosis in some diabetes patients.Despite the limitations of the study, our research results showed that AVI was the optimal anthropometric index for the identification of MetS in non-overweight/obese Chinese adults. BRI and WHtR can also be taken into account as discriminators, while ABSI and WWI are weak discriminators. WHtR was simple and easy to measure. It was recommended as an early primary screening method for MetS in non-overweight/obese people.