esa-sceva/satcom-chunk-collection huggingface dataset:
## 3 Result and Discussion
### Load--Displacement Behaviour
#### 3.1.2 Double-Cell Panels with Infill  
Figure 6 shows the ultimate load, yield phase, and the load-displacement behaviour of the double-cell specimens, and the average test results are compiled in Table 4. The load-displacement curves for the double cells report a similar trend as that of single-cell panels but with a higher load-carrying capacity. It is noted that the infill panels containing chopped basalt fibres reported a slight increase in ultimate loads due to the improved impact strength offered by the randomly dispersed chopped basalt fibres, enhancing the tensile properties of the SGCC matrix. However, the average peak load of both infill types was 72 kN, which is a 44% increase compared to the single-cell panel specimens. The increase in load capacity for the double cells can be attributed to the overlap between each  
Figure 5: Load vs. displacement of single-cell infill panels.  
\begin{table}
\begin{tabular}{c c c c c} \hline \hline
**Sample Type** & **Sample Designation** & **Infill Type** & **Ultimate Load (kN)** & **Displacement (mm)** \\ \hline Single cell & Single cell (Fibre) &
\begin{tabular}{c} SGCC + BFRP + \\ Chopped Basalt fibre \\ \end{tabular} & 42.22 & 24.70 \\ Single cell & Single cell (No fibre) & SGCC + BFRP & 39.22 & 30.63 \\ \hline \hline \end{tabular}
\end{table}
Table 3: Results of single-cell composite floor slabs.  
cell panel, which leads to a higher stiffness across the panel cross-section, leading to a better load distribution in the slab.
# Time Shared Optical Network (TSON): A Programmable Network Edge Solution for Multi-Access Support
## 2 TSON, the Past
### Evolution Stage 2: TSON Multi-Protocol
The architecture supporting multi-protocol is evaluated [4] and employed in an end-to-end use case demo [12]. Video S1 demonstrates the multi-protocol TSON extension to address the varying FH capabilities needed by the different remote radio heads (RRHs) and BH requirements.
# Unmanned Aerial Traffic Management System Architecture for U-Space In-Flight Services
## 5 Experiments
### Use Cases Definition  
We defined two use cases using the heterogeneous UAS that were depicted in Figure 2: the multirotor DJI M600 and the fixed-wing Atlantic I. These UAS are used in the GAUSS project to run tests integrating aircraft with different maneuverability and different proprietary autopilots. Both use cases involve a pair of UAS performing operations with different or equal priorities, and both require the interaction of all the modules of the proposed UTM system.  
Figure 11 depicts a top view of each use case, with the corresponding initial flight plans. Table 5 summarizes the operational parameters for the use case 1. UAS\({}_{1}\) is a multirotor performing an operation for precision agriculture, while UAS\({}_{2}\) is a fixed-wing aircraft that has to inspect an electrical power line. Given its easier maneuverability, the priority of the UAS\({}_{1}\) operation is set lower. The initial flight plans (see Figure 11, left) are such that the UAS do not coincide in space and time throughout their operations. However, we simulated an unexpected delay in the start of the UAS\({}_{1}\) operation, which resulted in a later violation of the minimum safety distance between both UAS. Thus, this use case is used to test how the UTM is able to detect a loss of separation between the UAS and to perform  
real-time tactical deconfriction for an inter-vehicle conflict, deciding new flight plans for both UAS.  
Table 6 summarizes the operational parameters for the use case 2. In this case, both UAS\({}_{1}\) and UAS\({}_{2}\) are multi-rotors, performing two operations with equal priority. In their initial flight plans (see Figure 11, right), UAS\({}_{1}\) moves on a vertical line to accomplish the inspection of a wind turbine, while UAS\({}_{2}\) has to fly on a horizontal plane to survey a nearby forest. During the operation, a jamming attack is simulated over UAS\({}_{1}\). The objective of this use case is to test how the UTM is able to react in an automated manner to an emergency generated by an external source, creating a new geofence and adapting to the conflicting flight plans.
## 1 Introduction
The reported trifunctional \(\beta\)-carotene synthase (CrtIBY) from _Schizochytrium_ did not produce carotenoids in _Escherichia coli_[49], and the CrtIBY from _Aurantiochytrium_ accumulated a trace amount of \(\beta\)-carotene in _Saccharomyces cerevisiae_[50]. Furthermore, the excavated CrtO from _Schizochytrium_ was proved to lack the activity of \(\beta\)-carotene ketolase in _Escherichia coli_[49]. In summary, previous studies have focused particularly on genes in the product module of carotenoid biosynthesis from _Aurantiochytrium_ and _Schizochytrium_; however, the heterologous expression of these genes may require more complex and delicate regulations or membrane bindings. To date, little research has been conducted on genes in the precursor module of _Aurantiochytrium_. Given all the evidence above, the current study concentrated on genes in the precursor module of carotenoid biosynthesis. Specifically, the _IDI_ and _GGPPS_ genes from _Aurantiochytrium limacinum_ MYA-1381 were isolated and identified based on the functional verification in the \(\beta\)-carotene biosynthesis pathway. The aim was to construct high-yielding carotenoid strains through the coordinated expression of novel genes. This study will be the first to report on the functional identification and engineering applications of _IDI_ and _GGPPS_ derived from _Aurantiochytrium_. Overall, the study presents a broader view of current knowledge regarding carotenoid biosynthesis in _Aurantiochytrium_ and provides novel functional elements for carotenoid production.
# Classification of Tropical Cyclone Tracks in the Northwest Pacific Based on the SD-K-Means Model
## 2 Data and Methods  
### Dataset  
This study employs the best track datasets for TCs in the NWP (120-180\({}^{\circ}\)E, 0-40\({}^{\circ}\)N) [18] provided by the National Oceanic and Atmospheric Administration (NOAA) and the Regional Specialized Meteorological Center Tokyo (RSMC-Tokyo) operated by the Japan Meteorological Agency (JMA). These datasets include key TC attributes recorded at 3 h intervals such as the latitude and longitude of the TC center, maximum sustained wind speed, intensity level, and official track forecast errors.  
Due to the fact that the JMA began providing official forecast error values only after 2000 and updates remain infrequent, this study focuses on the period from 2000 to 2022. TCs were selected for analysis based on the following criteria: maximum sustained wind speed exceeding 17.2 m/s, assigned international names, and lifespan exceeding 24 h. A total of 507 TCs meeting these criteria were ultimately selected for clustering analysis.
## 3 Materials and Methods  
### Reference Compounds and Solvents  
Pure reference compounds for odorant and key aroma identity confirmation and quantitation ((_E_)-2-nonnel, (_E_,_E_)-2,4-nonadien, (_E_,_E_)-2,4-decadienal, 3-methyl butanal, 2-methyl butanal, hexanal, phenyl acetaldehyde, (_Z_)-4-heptenal, linalool, (_E_,_Z_)-2,6-nonadienal, \(\beta\)-damascenone, \(\beta\)-ionone, geraniol, phenyl acetaldehyde) and n-alkanes (n-C7 to n-C25) for (\(l^{T}_{s}\)) determination were from Merck (Milan, Italy).  
Pure reference compounds for the quantitative determination of key tastants and quality markers ((\(-\))-epigallocatechin, (\(+\))-catechin, (\(-\))-epigallocatechingallate, (\(-\))-epicatechin, (\(-\))-gallocatedingallate, (\(-\))-catechingallate, theaflavin, theaflavin-3-gallate, theaflavin-3\({}^{\prime}\)-gallate, and theaflavin-3\({}^{\prime}\)-digitalate) were supplied by Merck.  
Tea extract from black tea (\(\geq\)80% theaflavin and theaflavin gallate basis), used as a reference for the theaflavin external standard calibration, was purchased from Fluka Analytical. Reference standard compounds of _mricettin-3-O-glucose, myricettin-3-O-galactoside, quercetin-3-O-rutinoside_ (rutin), _quercetin-_3-O-galactoside, quercetin-3-O-glucose, kaempferl-3-O-rutinoside, kaempferl-3-O-glucose, and caffeine_ were supplied by Extrasynthese (Lyon, France).  
Internal standardization (ISTD) for volatile compounds was conducted with _1,4-dibromobenzene_ from Merck.  
Solvents were all LC grade, from Merck: _acetone_ (purity 99.5%), _acetonitrile_ ACN (purity 99.9%), and _methanol_ (purity 99.9%). _Water_ used to prepare stock solutions, tea infusions, and LC mobile phases was obtained with a Milli-Q RG system (Millipore, Molsheim, France) in agreement with the ISO 9002 Quality Systems Standards.
## 3 Experimental Results and Analysis
### Hydrodynamic Pressure
#### 3.3.1 Mean Pressure  
The mean dynamic pressure of the falling jet on the plunge pool floor slab can be determined by the average of the dynamic pressure over time, thus, the relative time average pressures (\(P^{*}\)) can be given as  
\[P^{*}=\overline{P}-h_{0} \tag{2}\]  
where \(\overline{P}\) is the time-averaged pressure at every test point and \(h_{0}\) is the static water depth in the plunge pool. The relative time-averaged pressure is a function of the location of the experimental measurement points, as presented in Figure 7. The experimental results illustrate that the relative time-averaged pressures remain stable before exhibiting a clear peak, as can be observed in Figure 7a-c. This peak in relative pressure mainly occurs in the main stream impact region, which is clearly similar to the experimental results of [PERSON] et al. [5]. In this region, the velocity of the jet is forced to sharply decrease, causing the pressure to abruptly increase [9]. The maximum value of the relative pressure, which affects the stability and safety of the plunge pool slab [13], can be seen in Figure 7 to increase with increasing sediment concentration, agreeing well with the experimental results of [PERSON] and [PERSON] [37]. This result was expected, because the higher pressure can be explained by the increase in the viscosity of the liquid that accompanies increased sediment concentration, causing the diffusion and air entrainment of the jet to decrease.  
With increasing upstream water head, the pressure peak moves downstream, as shown in Figure 7d, indicating that the impact region of the jet moves downstream as it travels further  
Figure 7: Time-averaged pressure and location for different upstream water heads at different concentrations of sediments: (**a**) Upstream water head of 1.9 m; (**b**) upstream water head of 1.85 m; (**c**) upstream water head of 1.8 m; (**d**) comparison of pressures at different upstream water heads due to fresh water and sediment-laden flow of 250 kg/m\({}^{3}\) in concentration.  
horizontally through the air. The difference in the maximum values of relative pressure caused by fresh water and by water with a concentration of 250 kg/m\({}^{3}\) is approximately stable, regardless of upstream water head. It is likely that the increase in upstream water head has little influence on the comparative degree of turbulence of fresh water and sediment-laden water. Clearly, while pressure head does not change the relative effects of sediment-laden flow, the sediment concentration has an obvious influence on the impact pressure.
## 3 Roadway Surrounding Rock Deformation Patterns
### The Impact of Roadway Cross-Sectional Dimensions on Surrounding Rock Deformation  
Taking the example of total displacement D of the surrounding rock for SRC = III, P = 2.5 MPa, B = 400 m or 600 m, and varying roadway cross-sectional dimensions (H, W) as illustrated in Figure 8, the study investigates the impact of roadway cross-sectional dimensions on surrounding rock deformation.  
Figure 7: Impact of roadway depth on surrounding rock deformation.  
From Figure 8, the following can be concluded:  
(1) At shallower burial depths (e.g., B = 400 m), the impact of roadway height (H) on surrounding rock deformation is greater than that of roadway width (W). Observations indicate that, at this depth, the effect of roadway height on rock deformation is approximately 1.5 times that of the width. This discrepancy necessitates a focus on the support strength and stability of the roof when designing supports for shallow buried roadways. As the burial depth increases to 600 m, the impacts of roadway height and width on rock deformation tend to converge. This change may be related to the stress state of the deep rock mass [25]; as the vertical stress increases, the pressure on the surrounding rock on both sides also significantly increases, thus relatively increasing the influence of roadway width on rock deformation.  
(2) Whether increasing the height (H) or width (W) of the roadway, both lead to exacerbated deformation of the surrounding rock. This is because a larger excavation area means more rock is removed, causing a more extensive redistribution of stress and, consequently, more pronounced rock deformation. The expanded roadway dimensions increase the unstable zones in the surrounding rock, particularly at the top and sides of the roadway, where loosening or falling is more likely to occur. Therefore, for large-sized roadways, more robust support measures are typically required to control deformation of the surrounding rock.
# Optimal Meshing Degree Performance Analysis in a mmWave FWA 5G Network Deployment
## 3 Problem Description
### Meshed FWA Deployment
#### 3.2.1 Phoenix Road Deployment  
For our experiment, we selected a portion of the Liverpool 5G network that was deployed around Phoenix Primary School to support various educational use cases and applications. A physical map of the area is shown in Figure 3 below.  
Figure 3: Liverpool 5G Phoenix physical deployment.  
Figure 2: Point-to-point deployment.  
As shown in the figure, there are 2 MG POPs in the network (the orange points) and a total of 20 further MR core nodes that serve the area. The nodes are deployed on streets where a line of sight is available, with intermediate nodes both providing connectivity and relaying traffic back to a single POP. We have modelled this deployment more clearly in our MATLAB-based simulator implemented in the context of the Liverpool 5G project [21] (shown in Figure 4).  
This clearly shows the potential issue with this configuration, as some edge nodes (e.g., #16 in the top right) must traverse up to five hops in order to reach the POP. This potentially introduces significant issues in terms of performance and reliability as traffic is aggregated around the core links, like 2-12, and any failure in an intermediate node will result in the loss of connectivity to any interconnected points.
# Forces in the Interaction of Light with Matter
## 3 Optical Forces in the Laser Cooling and Trapping of Atoms  
The atom is a neutral particle which can primarily interact with resonant electromagnetic fields through three basic processes, namely: _stimulated photon absorption, stimulated photon emission_, and _spontaneous photon emission_. When the atom interacts with a laser beam, there are two particular issues that have to be taken into account. First, the laser provides a flux of photons whose levels of intensity can cause these elementary interactions to be repeated at phenomenal rates. Second, no laser light is entirely monochromatic; generally, its spectrum has a width determined by the laser medium, ancillary optics, and Fourier constraints imposed on any pulsing. One result of these considerations is that the laser radiation pressure force should be considered as comprising two different types of force. It is important to recognise limitations on the validity of assuming that changes in atomic motion arise from a mean radiation pressure force acting on the atom (due to transfer of momentum in a specific position). This assumption is valid only if one can construct atomic wave packets with sufficiently small spreads, \(\Delta\mathbf{R}\) and \(\Delta\mathbf{V}\), without any violation of Heisenberg relations. A sufficient condition for this requirement is \(\hbar\Gamma>>E_{rec}\), where \(E_{rec}=\hbar^{2}k^{2}/2M\) is the recoil kinetic energy due to photon absorption or emission.
# Photocatalytic Inactivation as a Method of Elimination of _E. coli_ from Drinking Water
## 7 Kinetics of the Inactivation of _E. coli_ by Photocatalyst  
The inactivation of _E. coli_ depends on the intensity of light, the time of exposure to this light, and the initial population of the _E. coli_[135]. As expressed by [PERSON]'s law, there is a relationship between these factors; and the kinetics of _E. coli_ inactivation usually follow first-order kinetics. The expression of [PERSON] is presented in Equation (1):  
\[N_{t}/N_{o}=e^{(-klt)} \tag{1}\]  
where \(l\) is the light intensity,  
\(t\) is the exposure time,  
\(N_{o}\) is the initial population of _E. coli_,  
\(N_{t}\) is the number of _E. coli_ that survived after exposure to light,  
K is the first-order rate constant.  
[PERSON] also worked along with [PERSON] to form a Chick-Watson Model of inactivation (Equation (2)):  
\[logN_{t/N_{o}}=\ -kt \tag{2}\]  
where \(k\) is the inactivation rate at time, \(t\).  
Apart from the [PERSON] and [PERSON] models, the Hom model (Equation (3)) is another model used for the kinetics study of the inactivation of micro-organism, and this model was later modified to another model known as the modified-Hom model (Equation (4)) [132]:  
\[logN_{t/N_{o}}=\ -kC^{n}T^{m} \tag{3}\]  
\[logN_{t/N_{o}}=\ -K_{1}(1-exp-K_{2}t)K_{3} \tag{4}\]  
where \(C\) is the load of the catalyst, \(m\) and \(n\) are empirical parameters, \(K\) is the inactivation rate and \(k_{1}\), \(k_{2}\), \(k_{3}\) are constants of the modified-Hom Model.  
Finally, the Weibull model is another simple model for investigating the kinetics of _E. coli_ inactivation either in the presence or absence of heat. When UV light is used for the treatment, the sigmoidal curve for the inactivation will either be convex or concave, upward or downward when expressed as a function of UV dose or time of inactivation [136; 137]:  
\[\alpha\beta\ logN_{t/N_{o}}=\ -12.303t\alpha\beta \tag{5}\]  
where \(\alpha\) and \(\beta\) are the Weibull parameters, and these parameters are used to estimate the reliable time(\(t_{R}\)), which is an indication of the percentage of the bacteria that has been inactivated. The equation relating the reliable time with these parameters is presented in Equation (6) for a system that utilized UV light [137; 138]:  
\[\alpha\beta t_{R}=\alpha 2.3031\beta \tag{6}\]
# Using Virtual Soundwalk Approach for Assessing Sound Art Soundscape Interventions in Public Spaces
## Materials and Methods
### Field Recordings and Measurements
#### 2.2.1 Equipment Used  
Recording system consisted of: (1) battery powered six-channel recorder (model Tascam DR 680), set for recording at 24 bit/44.1 kHz; (2) first-order Ambisonics (FOA) microphone, model Core Sound TetraMic, (3) measurement condenser omnidirectional microphone, (4) microphone stand set at the approximate height of average listener's ears (150-160 cm) and (5) sound level calibrator, model ND9. The FOA recording was intended for listening tests, while the calibrated monaural recording was intended for quantitative analyses.  
At every measuring point, the visual setting was documented by digital panoramic photographs taken using the smartphone device, model iPhone 5. The process of shooting photos admittedly does not allow visual capturing of every mobile sound source (i.e., passers-by and vehicles), such as would be the case with the video recording, but it provides insight into the analyzed ambiance/environment and key non-auditory factors such as presence of foliage or people. The photos were taken at the measurement points about the same place and height as where the microphone capsules were positioned. Panoramic photos were used for the tests in the Auralization laboratory, on the basis of which respondents gave an opinion on the appropriateness of the related sound environment.  
\begin{table}
\begin{tabular}{c c c c c c} \hline \hline  & **Urban Open Space** & **Distance between the Selected Measurement** & **Measurement Point** & **Date and Time of the Recording** & **Weather Conditions at the Time of the Recording** \\  & & **Points** & & & **the Recording** & **Recording** \\ \hline \multirow{3}{*}{Obaka Petra} & \multirow{3}{*}{4.73 ha} & \multirow{3}{*}{360 m} & A1 & 24 th of September & \multirow{3}{*}{20 °C/wind 9} \\  & & & Next to the Forum & & & \\  & & & A2 & & & \\  & & & At the Sea & 24 th of September & \multirow{3}{*}{20 °C/wind 9} \\  & & & Organheet & & & \\  & & & to-amonget the & (12 min) & \\  & & & sound sources & & \\  & & & B1 & & \\  & & & Kursthaus Graz & & 17 th of September & 18 °C/wind 6 \\  & & & Kursthaus Graz & & & \\  & & & entrance/below the & & \\  & & & sound sources & & \\  & & & B2 & & \\  & & & Lendkal, next to the & 204, 14.44\(-\)14.58 & \multirow{3}{*}{km/h/parallel} \\  & & & & Mur river & (14 min) & \\  & & & C1 & 20 th of November & 10 °C/wind 6 \\  & & & Next to the main & 2014, 13.08\(-\)13.18 & \multirow{3}{*}{km/parallel} \\  & & & & Asia & (10 min) & \\  & & & C2 & 20 th of November & 10 °C/wind 6 \\  & & & At the Pavilion of & 2014, 13.20\(-\)13.30 & \multirow{3}{*}{km/parallel} \\  & & & Etho(es) & & \\ \hline \hline \end{tabular}
\end{table}
Table 1: Overview of the analyzed urban open spaces and recordings/measurement points. Weather conditions were noted on the day of the recording.
# Identification of Surgical Plan for Syndesmotic Fixation Procedure Based on Finite Element Method
###### Abstract  
Syndesmosis injuries account for approximately 20% of ankle fractures that require surgery. Although multiple surgical options are available, all of them are based on metal screws. Serious complications that arise when applying metal screws include screw loosening or breakage. To prevent such complications, we applied a simulation method using a finite element (FE) analysis. We created a 3D FE model of an ankle joint and conducted an FE analysis focusing on syndesmosis in terms of the level, material, and diameter of the syndesmotic screw and the number of penetrated cortical bones. The magnitude and direction of the force applied to the tibia in the midstance state were considered for simulating the model. The maximum von-Mises stress and syndesmosis widening were analyzed in terms of different biomechanical parameters. We identified the characteristics of the most biomechanically stable syndesmotic screw and its fixation point on the basis of the two parameters. We demonstrated that the ideal syndesmotic screw fixation should be fixed at a level 20 to 25 mm above the ankle using a 4.5 mm titanium screw.  
syndesmotic fixation; syndesmotic screw; computational biomechanics; finite element analysis Article