esa-sceva/satcom-chunk-collection huggingface dataset:
## 5 Assessment of Water Quality  
Before and after desalination, the quality of the CSS and the MSS's water was evaluated to make sure that the distillate water was within the limits set by the BIS (Bureau of Indian Standards) and the WHO (World Health Organization). The results of the water quality tests, which were completed at Hyderabad's VNRVJIET Environmental Engineering Laboratory, are summarized in Table 4.  
The CSS and the MSS were able to reduce the pH of the brine water from 8.16 to 7.50 and 7.25, respectively. Prior to desalination, the total dissolved solids (TDS) were at 440 ppm; however, following desalination, the TDS levels were substantially decreased  
\begin{table}
\begin{tabular}{c c c c c} \hline \hline
**Water Quality** & **Prior to** & **After** & **After** & **Maximum Allowable** \\
**Metrics** & **Desalination** & **Desalination** & **Desalination** & **Levels in Drinking** \\  & & **(CSS)** & **(MSS)** & **Water (WHO and BIS Standards)**[30] \\ \hline pH & 8.16 & 7.50 & 7.25 & 8.5 \\ Fluoride (mg/L) & 0.579 & 0.426 & 0.348 & 1.5 \\ Hardness (mg/L) & 330 & 160 & 125 & 200 \\ TDS (ppm) & 440 & 30 & 18.6 & 500 \\ Chloride (mg/L) & 57.6 & 10.45 & 7.68 & 250 \\ \hline \hline \end{tabular}
\end{table}
Table 4: Water quality assessment.  
\begin{table}
\begin{tabular}{c c c c} \hline \hline
**S. No** & **Material/Service** & **Area/Quantity per Still** & **CSS (USD)** & **MSS (USD)** \\ \hline
1. & Glasses & 2.5 m\({}^{2}\) & 15 & 15 \\
2. & PVC collecting channel & 1 & 5 & 5 \\
3. & Black powder coating & 1 m\({}^{2}\) & 4 & 4 \\
4. & Glass cover, 0.4 cm & 0.5 m\({}^{2}\) & 1 & 1 \\
5. & Double side foam tape & 1.5 m & 1 & 1 \\
6. & Silicon glue & 1 & 3 & 3 \\
7. & Camphor south & 200 gm & - & 2 \\
8. & Banana stem & 0.9 kg & - & - \\
9. & Fabrication charges & - & 30 & 30 \\  & Total cost & - & 59 & 61 \\ \hline \hline \end{tabular}
\end{table}
Table 2: Costs associated with the manufacture of solar stills.  
\begin{table}
\begin{tabular}{c c c} \hline \hline
**Parameters in USD** & **Conventional Still** & **Modified Still** \\ \hline P & 59 & 61 \\ CRF & 0.177 & 0.177 \\ FAC & 10.45 & 10.80 \\ S & 11.8 & 12.2 \\ SFF & 0.05698 & 0.05698 \\ ASV & 0.6723 & 0.6951 \\ AMC & 1.5675 & 1.6200 \\ AC & 11.34 & 11.72 \\ M & 171 & 233 \\ CPL & 0.0665 & 0.0503 \\ \hline \hline \end{tabular}
\end{table}
Table 3: Economical comparison between the MSS and the CSS in USD.  
to 30 ppm for the CSS and 18.6 ppm for the MSS. When compared to saline water, the TDS levels of the MSS decreased by 95.77%. The hardness values for brine water were 330 mg/L, the CSS was 160 mg/L, and the MSS was 125 mg/L. Brine water had 0.579 mg/L of fluoride ions, while the MSS and the CSS had values of 0.348 mg/L and 0.426 mg/L, respectively. All of the water quality metrics for the MSS and the CSS fell within the BIS and WHO, India, permissible levels [30].
# Comparative Test on the Bond Damage of Steel and GFRP Bars Reinforcing Soft Rock Slopes
###### Abstract  
Soft rock slopes were anchored with traditional steel bars and new Glass Fibre Reinforced Polymer (GFRP) bars. The difference in the anchorage performance of the two kinds of anchorage elements in soft rock and expansive soil was studied by an in-situ test. The results show that cyclic load can aggravate the bond damage of the interface between grouting body and both kinds of bars used in soft rock. Compared with the number of cyclic loads applied, the previous maximum load is the main factor that influences the bond damage of the anchorage bar. Under constant loading, the interface bond behaviour of GFRP bar is better than the steel bar. Because of the small difference in elastic modulus between the GFRP bar and the grouting body, the interface bond around the GFRP bar can invoke more resistance of the grouting body efficiently which demonstrates its more effective anchorage performance than the steel bar under the same conditions. The anchorage structure of steel bar in soft rock can generate larger interfacial relative displacement with increasing load than the GFRP bar in the anchorage section, even though the elastic modulus of steel is much larger than GFRP. In the expansive soil, the anchorage structure deformations of steel and GFRP bars are almost the same because of the weaker bond at the interface of the grouting body and the surrounding soil than that of the bar interface. Under the ultimate loading of the anchorage structure in soft rock, the steel bar with 450 MPa which is less than its ultimate strength shows the failure of the bar body pulling-out, and the GFRP bar with 508 MPa which is larger than its ultimate strength shows the failure of the bar body by fracture. The steel bar anchorage structure in soft rock is destroyed at the interface around the grouting body. The results show that the GFRP bar performs more efficiently than the steel bar.  
soft rock slope; steel bar; GFRP bar; bond damage; bond strength +
Footnote †: journal: Applied
# Performance Evaluation of Carbon Black Nano-Particle Reinforced Asphalt Mixture
## 2 Experimental Work
### Tests Performed
#### 2.4.5 Cooper Wheel Tracking Test  
**Preparation of Specimen**  
Slab specimens with dimensions 300 mm \(\times\) 300 mm \(\times\) 50 mm were used for the study. The material's weight that is required for slab manufacturing is determined on the basis of the volume of the mould and the required specific gravity (\(G_{mb}\)). Temperature values maintained during the mixing and compaction operations were 158 \(\pm\) 5 \({}^{\circ}\)C and 145 \(\pm\) 5 \({}^{\circ}\)C, respectively. Slab specimens were compacted using a Cooper Roller Compactor in four phases with 2.5, 3.5, 4.0 and 4.5 bar pressure. Trial specimens were used to calibrate for the required number of compact passes. All the specimens achieved the required specific gravity at almost 10 passes per phase. Compacting head speed was controlled automatically on the basis of the required compaction effort (varies up to 10 cycles per min). Air voids of 5.5 \(\pm\) 0.5% were maintained during the compaction of the slabs.  
**Sample Testing**  
The test was performed in conformity with BS EN 12697-25. Slabs were placed in the Cooper Wheel Tracking equipment two hours before the start of test for temperature equilibrium. A load of 700 N was applied through the wheel at a frequency of 26.5 rpm. Tests were conducted at 40 \({}^{\circ}\)C and 55 \({}^{\circ}\)C (under 10,000 loading cycles) in order to cover the temperatures encountered by pavements in Pakistan. Three samples were tested for each test condition.
## 3 Material and Numerical Models
### Material Models
#### 3.2.1 Model of Concrete in Confining Elements--Elastic-Based Degradation Model
The equivalent compressive strength was expressed with the following equation:  
\[f_{t}^{\text{ref}}=\frac{1+3.65a}{\left(1+a\right)^{2}}f_{c}^{\prime}, \tag{4}\]  
where \(a=\sigma_{\text{c1}}/\sigma_{\text{c2}}\), \(\sigma_{\text{c1}}\) and \(\sigma_{\text{c2}}\) are main compressive stresses, and \(f_{c}^{\prime}\) is material strength under a uniaxial compressive state. Under biaxial tensile stress, tensile strength was constant and equal to material strength and uniaxial tensile force \(f_{t}^{\prime}\). For elastic material with degradation, the model of smeared cracks developing in a uniform direction was applied. The crack was assumed to develop towards main strains \(\varepsilon_{1}\), with \(\varepsilon_{1}=\varepsilon_{\text{t}}\) corresponding to tensile strength. The direction of crack development did not change during further loading. Table 3 presents material parameters for concrete in confining elements and tie beams, used for numerical calculations. Figure 5: Failure criterion for material under biaxial stress state on the basis of [46]. \begin{table}
\begin{tabular}{c c c} \hline \hline
**Parameter** & **Test Formula or Results** & **Concorte in Confining Elements and Tie Beams** \\ \hline Uniaxial compressive strength \(f_{c}^{*}=f_{c,opt}\), N/mm\({}^{2}\) & Obtained from tests on cylindrical specimens \(\alpha 150\times 300\) mm & 25.5 \\ \hline Deformations corresponding to uniaxial compressive strength of concrete \(c_{c}\) & \(1.682\times 10^{-3}\) & \(1.682\times 10^{-3}\) \\ \hline Uniaxial tensile strength \(f_{c}^{*}\), N/mm\({}^{2}\) & Obtained from “Brasilian Test” for cylindrical specimens \(\alpha 150\times 300\) mm & 2.32 \\ \hline Initial modulus of elasticity \(c_{c}\), N/mm\({}^{2}\) & Obtained from tests on cylindrical specimens \(\alpha 150\times 300\) mm & 302 \\ \hline Poisson’s ratio \(v\) & & 0.2 \\ \hline Fracture energy \(c_{c}\), dN/m & Calculated from the relationship \(G_{f}=0.000225f_{c}\) & \(5.793\times 10^{-5}\) \\ \hline Weakening function at tension & Assumed softening described by the exponential function & exponential \\ \hline Displacement \(u_{c}\) under tension, m & Displacements were calculated from the equation \(u_{c}=5.14\frac{G_{f}}{4}\) & \(-5.0\times 10^{-4}\) \\ \hline Model of cracks & developing in uniform directions & fixed \\ \hline Weakening under compression \(u_{c}\) & Assumed default value of displacement \(u_{c}\) & 0.05 mm \\ \hline Reduced compressive strength in the direction parallel to cracks & Assumed default value of coefficient \(c\) & 0.8 \\ \hline \hline \end{tabular}
\end{table} 
Table 3: Parameters of the elastic-based degradation model used in calculations.
# Farm Monitoring System with Drones and Optical Camera Communication
## 5 Experimental Results
### Experimental Condition  
#### 5.1.1 Overview  
The experiments consisted of three steps. First, the ground coverage of the drone-mounted camera was confirmed in the real environment. The theoretical equations were verified under different elevation angles of the camera. Second, an object detection model was trained using YOLOv5 in the real-world environment and evaluated for accuracy. This model is used in OCC to detect LED panels in images. Third, the accuracy of data transmission of OCC in the real-world environment was evaluated based on the bit error rate (BER). The performance was evaluated under different daylight conditions. Figure 8 shows the experimental setup. The deployed sensor nodes are marked with circles. The sensor nodes transmit sensor data.
## 2 Two-Loop Quantization Effects
### Outer Loop Condition  
In digital power converter operation, the static and the integral gain condition must be satisfied to avoid limit cycling due to quantization [27; 28; 29]. Then, the necessary no-limit-cycling condition that allows the existence of a steady-state solution inside ADC zero-error bin, given in [28; 29], can be written for the external voltage loop in Figure 1b as  
\[q_{i}TG<q_{v}. \tag{8}\]  
Condition (8) indicates that the minimum output voltage variation, due to the minimum output current step change provoked by a variation in the output voltage, must be smaller than the quantization level of the output voltage. In this condition (8), the gain \(G\) is defined as \(1/C_{o}\). The no-limit-cycling condition involving the integral gain is  
\[q_{v}TK_{iv}<q_{i}. \tag{9}\]  
The output current reference change provoked by a minimum error in the voltage loop is \(K_{pv}q_{v}\). To guarantee output voltage regulation, the compensator must develop a correction action when \(e_{v}\) is different from 0 [29], thus giving  
\[q_{v}K_{pv}>q_{i}. \tag{10}\]  
Combining restrictions (9) and (10) results in the following condition,  
\[K_{ip}T<\frac{q_{i}}{q_{v}}<K_{pv}. \tag{11}\]  
Condition (12) is derived replacing (10) in (8)  
\[K_{pv}TG<1. \tag{12}\]  
Employing Equation (6) and replacing \(K_{p}=K_{pv}\) in (12), we obtain an upper limit for the crossing frequency  
\[\omega_{c}<\frac{1}{T}. \tag{13}\]
## 4 Recent Progress in Beamlines
### Fourier-Transform Holography (FTH)/Forward Scattering Endstation in SSS  
The FTH (Figure 12a)/forward scattering (Figure 12b) endstation opened in 2021 for time-resolved X-ray imaging experiments involving a thin solid target mounted on a sample stage within a micro-sized domain. The primary purpose of this endstation is the FTH based on the interference between direct X-ray and scattered X-rays through the sample, measuring the transition dynamics on electric or magnetic properties in the spatial domain. The image resolution is about 100 nm, which depends on the coherence of the X-ray, the reference hole, and the sample to detector distance [57]. The endstation consists of a house for the sample environment, an optical pump laser, a control system, and a data acquisition system. The thin solid target can be mounted perpendicularly to the FEL beam direction with temperature control. A large-area charge coupled device (CCD) detector (MTE 2048b. Teledyne Princeton Inc, Trenton, NJ, USA) is equipped, facing the FEL beam in a separate vacuum chamber with 100 nm parylene/100 nm aluminum (Luxel Corporation, Friday Harbor, WA, USA). The distance from the sample to the detector is flexible from 200 mm to 400 mm depending on each experimental requirement. The CCD chamber is mounted on a linearly movable bellow which is a sled type with rails in a vacuum. Furthermore, a 2 mm beam block is fixed with a wire in front of the CCD to protect it from an intense beam. The sample stage and CCD chamber have independent _XYZ_ motion for the alignment. The recorded diffraction images are stored at the main terminal and reconstructed in real space using software operating the Fourier transformation under the reconstruction algorithm. An ion spectrometer to measure ion time-of-flight mass spectrometry (ITOF) is also mounted along with electrodes and an MCP detector with a phosphor screen (double prime, Photek, Hastings, UK). The flight time is measured by a 5 GSPS digitizer (Adq7 DC, Teledyne SP Devices, Linkoping, Sweden), and the signal intensity is normalized by the incident XFEL intensity measured by the \(\mathrm{l_{0}}\) monitor. After the photoreaction is initiated by the optical laser, the products of the photoreaction are ionized by the XFEL with a time delay. Then, the mass of products can be analyzed at fs time resolution. For further development, a magnetic field supplier with a circular polarized XFEL and a high-speed large-area CCD will be installed in the future.
# Multi-Information Fusion Indoor Localization Using Smartphones
###### Abstract
In this method, we add the previous two steps to estimate the current step length. We also introduce a compensation factor due to some errors from the sensors themselves when collecting sensor data. The maximum influence factor is set for the previous two steps to ensure the importance of the step length estimation at the current time. The experiments show that the proposed method can provide more location information and achieve better performance than the traditional method. * An error correction method for heading direction. During improved PDR estimation, to mitigate equipment heterogeneity, we propose a heading direction correction method. The experimental results demonstrate that issues of equipment heterogeneity have been solved. * Fusion localization framework-based acoustic signal. Considering compatibility with ultrasonic signals, we propose a fusion CHAN and the improved PDR indoor localization system (CHAN-IPDR-ILS). We developed some experiments with different devices and pedestrians at the two sites. The experimental results demonstrate that the fusion localization system can achieve comparable performance, generality, and flexibility for application. The remainder of this paper is organized as follows: Section 2 describes the related work. Section 3 presents the workflow of the proposed localization system. Section 4 describes the localization architecture. Section 5 provides experimental verification and analysis. Section 6 summarizes the results of this paper.
# Design and Evaluation of Flexible Support Based on Space Mirror
## 2 Design of Space Mirror
### Design of Mirror Stiffener  
The stiffener structure is the key part of the mirror that releases the stresses, which is also essential to accommodate the large-span temperature-variable environment. The main components of the stiffener configuration consist of the thickness of the outer ring, the width, length, and thickness of the stiffener.  
Currently, optical processing can be achieved in the form of lightweight reinforcement: triangular stiffener structure, square stiffener structure, and hexagonal stiffener structure [12] (Figure 4). The stiffener structure form should not only take into consideration the mirror weight but also take into account its own stiffness, and the ability of the production process. The finite element simulation analysis in the modal analysis can characterize the strength of the structural stiffness; the higher the value shown on the calculation results means that the stiffness is stronger.  
Figure 3: Mirror gravity load.  
Figure 2: Schematic diagram of the external circle of the mirror.  
In this paper, we applied the Finite Element Simulation method to build up the model for three kinds of mirrors with the same thickness of stiffeners (tentatively 4 mm) and carried out a modal analysis. As shown in Table 2, the modal and weight of different types of stiffener mirrors are obtained. Among them, the triangular stiffener structure has the highest mode and the lightest weight, which indicates that the reflector in this size range is more stable using the triangular stiffener structure. Therefore, in this paper, we chose the triangular stiffener structure.
# Mediterranean Aquaponics: Fasting and Refeeding in a Polyculture Aquaponic System
## 3 Results
### Fish, Prawn, and Plant Growth Performance Indices  
The growth performance, feed conversion, and morphometric parameters of the sea bass and prawns in the three treatments for a culture period of 75 days are shown in Table 2. At the beginning of this study, the initial mean body weight (IBW) and initial body length (IBL) were similar between treatments (F = 0.000, F0.05 = 1.000 and F = 0.003, F0.05 = 0.997, respectively). For sea basses, the mean final body weight (FBW) was significantly higher in treatment B than in treatments A and C, which were lower (Table 2; F = 63.099, F0.05 < 0.01). The final body length (FBL) was significantly higher in treatment C than in treatments A and B, which were lower (F = 259.19, F0.05 < 0.01). Weight gain (WG) (F = 63.099, F0.05 < 0.01) and SGR were significantly lower in treatments A and C (F = 21.921, F0.05 < 0.01) than in treatment B. Survival rates (S) ranged from 84.45% to 93.33%, with significantly higher rates in treatment B (ANOVA, \(p\) < 0.05) than the other two treatments. The FCR was significantly higher in treatment A than in treatments B and C (F = 59.304, F < 0.01). The PER values were significantly higher in treatment B than in treatments A and C (63.099, F0.05 < 0.01). In contrast, the nitrogen retention (NR) (F = 45.141, F0.05 < 0.01) values were significantly lower in treatment A, while lipid retention (LR) was lower in treatment B (F = 1.981, F0.05 < 0.01), indicating lower lipid storage in fish muscle. The Fulton Factor was the same between treatments (Table 2; F = 0.071, F0.05 = 0.931). For prawns, the final weight (FBWp, g) (F = 1.402, F0.05 = 0.269) and final length (FBLp, cm) (F = 7.724, F0.05 = 0.003) were similar between treatments (Table 2). SGRp (%/days) (F = 5.049, F0.05 = 0.017), prawn weight gain (WGp, g) (F = 8.854, F0.05 = 0.002), prawn Fulton Factor (Kp, g/cm\({}^{3}\)) (F = 0.603, F0.05 = 0.555), and prawn survival showed statistically significant differences between treatments (Table 2). The proximate composition (Table 3) of the white muscle tissue of sea bass individuals from the study trials of fasting and refeeding is shown in Table 3. The moisture of the sea bass muscle at the end of this study was significantly lower in treatment A than in treatment C (F = 27.96, F0.05 = 0.001). The protein content of the sea bass muscle was also significantly higher in treatments B and C than in treatment A, while the ash content was higher in treatments B and C (F = 35.82, F0.05 = 0.001). The total lipid content was significantly lower in treatment B than in treatments A and C. In addition, the energy content of the muscles was significantly higher in treatments A and C than in treatment B (F = 12.24, F0.05 = 0.001). Figure 5: Concentration of nitrate ions during the experimental process.
# Electrospinning of Chitosan for Antibacterial Applications--Current Trends
## 4 Chitosan  
The term chitosan belongs to the class of polymers formed by varying degrees of deacetylation of chitin, resulting in a random copolymer with a molar fraction of N-acetyl-D-glucosamineamine and D-glucosamine repeating units (Figure 4). The molar percentage of N-acetylated units distinguishes chitin from chitosan and is used to calculate the deacetylation degree (DDA), which indicates the balance between the two kinds of residues. The product is called chitosan when the DDA amount is greater than 50% [50]. Acetyl groups are removed during deacetylation, where depolymerization also occurs resulting in variations in chitosan molecular weight (Mw) [50].  
The majority of chitosan types are not soluble in water and most organic solvents [51; 52]. However, chitosan can be easily dissolved in acidic aqueous solutions below pH 6.3, whereas if the concentrations are higher than 2 wt%, this leads to extremely viscous behavior of the solutions [53]. Either enzymatic preparations or chemical processes would convert chitin to chitosan [54; 55; 56]. However, as glycosidic bonds are very sensitive to acids, alkaline hydrolysis is employed more often to convert the acetamide group to the amino group in chemical processes [56; 57].  
The distribution of N-acetyl-D-glucosamineamine and D-glucosamine analogues polymeric chains is influenced by heterogeneous or homogeneous N-deacetylation of chitin [58; 59; 60]. Variations in chitosan preparation, such as alkali concentration, incubation duration, chitin ratio, chitin source, temperature, deacetylation method, and single or multiple processes, may alter the degree of acetylation (DA), acetyl group distribution, Mw, and viscosity in the solution, thereby influencing chitosan's properties [61; 62; 63].