esa-sceva/satcom-chunk-collection huggingface dataset:
## 3 Results and Discussion
### Effect of Curing Time on the Bearing Capacity of Solidified Soil  
To investigate the impact of curing time on the bearing capacity of consolidated soil treated with the composite dust suppressant, specimens were subjected to natural curing for varying durations (3, 7, 14, and 28 days) and subsequently tested for compressive strength. The resulting stress-strain curves are illustrated in Figure 3. Based on the data presented in Figure 3, the following observations were made regarding the effect of curing time on the compressive strength of consolidated soil:The compressive strength of the consolidated soil was found to increase with extended curing time. Specifically, the ultimate compressive strength of the soil specimens cured for 28 days was significantly higher than those cured for shorter periods (3, 7, and 14 days). This increment can be attributed to the ongoing hydration and chemical reactions within the soil-binder mixture, which strengthen the soil structure over time [28].  
The strength development of the consolidated soil exhibited distinct stages. Initially, during the early stages of curing (3 and 7 days), the strength increased rapidly as the binder began to react with the soil particles and form a cohesive matrix. However, as curing progressed (14 and 28 days), the rate of strength increase slowed down, indicating a gradual stabilization of the soil structure.  
An optimal curing time was identified for achieving maximum compressive strength. In this study, the soil specimens cured for 28 days exhibited the highest ultimate compressive strength, suggesting that this duration allowed for sufficient hydration and bonding of the soil particles, thereby maximizing the soil's load-bearing capacity.  
The variability in compressive strength among the specimens decreased with increasing curing time. This reduction in variability indicates a more uniform and stable soil structure as the curing process progresses, enhancing the reliability and predictability of the soil's performance under load [29].  
The ultimate compressive strength of the soil specimens cured for 28 days was compared to those cured for shorter durations. The results showed a significant increase in strength for the 28-day cured specimens, highlighting the importance of adequate curing time in achieving optimal soil consolidation.  
In summary, the curing time of consolidated soil treated with the composite dust suppressant has a profound impact on its bearing capacity. Extended curing times lead to increased compressive strength, with an optimal curing duration identified for maximizing soil performance. These findings underscore the importance of considering curing time in the design and implementation of dust suppression and soil consolidation measures.
# HDLNIDS: Hybrid Deep-Learning-Based Network Intrusion Detection System
## 2 Background
### Intrusion Detection Systems
#### 2.1.6 Adaptability  
Inadequate precision, dynamic network traffic behavior, low-frequency network attacks, flexibility to software-defined networks, the enormous volume of stored and sent data, and a variety of network access devices are significant obstacles for modern NIDSs. Modern networks have embraced several new technologies to decrease their dependency on static technology and management techniques [6]. Therefore, dynamic technologies such as containerization, virtualization, and Software-Defined Networks (SDNs) are being utilized. IDSs will need to adapt to the use of these technologies and the adverse effects they produce.
## 2 Materials and Methods
### Molecular Dynamics Simulations  
In order to investigate the stable binding mode between PSBD1 and (-)-Spirobrassinin, molecular dynamics simulations were performed using the open-source software package Gromacs 5.1.5. The simulation system was set up in a periodic box with a closed environment. The temperature was set to 289.15 K, pH was set to 7.0, and the pressure was set to 1 bar (equivalent to atmospheric pressure). The simulation system employed periodic boundary conditions, with PSBD1 at the center and a minimum distance of 0.1 nm between PSBD1 edges and the box edges. The receptor structure was converted to a GROMACS-readable file using the pdb2 gmx tool, with the AMBERff14 SB force field parameters applied. The coenzyme molecule NADH and the substrate (-)-Spirobrassinin were converted to itp format topology files recognized by GROMACS using the AmberTools toolset, and the ligand atoms were treated with the GAFF force field. TIP3P water molecules were added to simulate the water environment, and the system's charge was balanced with NaClsolvent. After the initial system construction, the energy of the system was minimized using the steepest descent method for all atoms. Following that, constrained molecular dynamics simulations were conducted for 1000 ps in the NVT ensemble (constant number of particles, volume, and temperature) with the protein position restrained, followed by 1000 ps in the NPT ensemble (constant number of particles, pressure, and temperature). After NVT and NPT equilibration, both the wild-type and mutant systems were subjected to 50 ns of production molecular dynamics simulations, with a simulation time step of 2 fs. Covalent bond lengths were constrained using the linear constraint solver algorithm, and long-range electrostatic interactions were handled using the Particle Mesh Ewald method (PME) [5]. The contact atom analysis was performed using VMD 1.9.3 [6], while the analysis of interaction types was conducted using PyMOL 2.04 [7]. Upon completion of all simulations, analysis was performed using the gmx module to calculate parameters such as radius of gyration (Rg), hydrophobic contacts, root mean square deviation (RMSD), and root mean square fluctuation (RMSF) [24; 25; 26; 27].
## 2 Variable Model for Mechanical Parameter of Phyllite with Confining Pressure Influence
### Variable Model for Friction Angle of Phyllite  
According to triaxial experimental results from previous references (the triaxial experimental information and reference source is listed in Table 3), the friction angle variation of phyllite with variable confining pressure is shown in Figure 5.  
As shown in Figure 5, the friction angle (\(\varphi\)) gradually decreases with increasing confining pressure (\(\sigma_{3}\)) and does not remain constant. In order to propose the nondimensional variable model to describe the friction angle variation, the dimensionless process is carried out with the result data. In the nondimensional variable model, the stress-strength ratio (\(\sigma_{3}/\sigma_{\text{UCS}}\)) is regarded as the \(X\)-axis, \(\varphi/\varphi_{0}\) is regarded as the \(Y\)-axis and \(\varphi_{0}\) is the friction angle under the 0 MPa confining pressure condition. By the mathematical statistics method, the nondimensional variable model for the friction angle is proposed in Figure 6, whose form is a logarithmic function. Additionally, in the variable model for the friction angle, \(A_{\varphi}\) and \(B_{\varphi}\) are undetermined parameters, which can be obtained by experimental test.  
Figure 4: The nondimensional variable model for Poisson ratio.  
Figure 5: Friction angle variation with the confining pressure influence for phyllite.  
\begin{table}
\begin{tabular}{c c c c c} \hline
**Group** & **Lithology** & **Rock Sample Source** & **Confining Pressure/MPa** & **Reference** \\ \hline
1 & carbon phyllite & Chourah dam in India & 0, 5, 15, 30, 50 & [PERSON], et al. [24] \\
2 & quartz phyllite & Liutongzhai tunnel in China & 0, 5, 15, 20 & [PERSON], [PERSON], et al. [21] \\
3 & carbon phyllite & Koteshwar dam in India & 0, 5, 15, 30, 60 & [PERSON], et al. [14] \\
4 & sericite phyllite & Macavian tunnel in China & 0, 5, 15, 20 & [PERSON], et al. [21] \\
5 & chlorite phyllite & Yangliaping tunnel in China & 0, 5, 15, 20 & [PERSON], [PERSON], et al. [21] \\
6 & sericite phyllite & Chourah dam in India & 0, 5, 15, 30, 50 & [PERSON], et al. [24] \\ \hline \end{tabular} Note: (1) References [14,21] of group 2–5 provide the peak strength results, and variation results for friction angle and cohesion of group 2–5 are obtained with the recommended method from the “standard for test methods of engineering rock mass in China (GB/T 50266-2013)” according to experimental results. (2) Reference [24] of group 1 and 6 directly provides the variation result of friction angle and cohesion.  
\end{table}
Table 3: Triaxial experimental result sources for friction angle and cohesion.
# An Evaluation of the Efficiency of Compartmented
###### Abstract  
This paper explores the potential methods for evaluating a healing system for asphalt pavements. The healing system under investigation involves compartmented calcium-alginate fibres encapsulating an asphalt binder healing agent (rejuvenator). This system presents a novel method of incorporating rejuvenators into asphalt pavement mixtures. The compartmented fibres are used to distribute the rejuvenator throughout the pavement mixture, thereby overcoming some of the problems associated with alternate asphalt pavement healing methods, i.e., spherical capsules and hollow fibres. The asphalt healing efficiency methods to be evaluated in this paper include: (i) standard test methods for asphalt pavements, such as the Indirect Tensile Strength test and the 4 Point Bending Fatigue test; and (ii) alternative fracture tests such as the Semi Circular Bend test. The study employs fracture theory in order to evaluate the efficiency of the damage repair. The research findings demonstrate that including compartmented calcium-alginate fibres encapsulating a rejuvenator into an asphalt pavement mix does not significantly improve the healing properties of the asphalt pavement. Nevertheless, the findings indicate that, with further enhancement, compartmented calcium alginate fibres may present a promising new approach for the development of self-healing asphalt pavement systems. Additionally, the test results indicate that the 4 point bend fatigue test is the most suitable test for evaluating the performance of self healing asphalt pavements.  
self-healing; asphalt pavements; compartmented fibres; calcium alginate; rejuvenation; Indirect Tensile Strength test (ITS); 4 Point Bending fatigue test and Semi Circular Bend test (SCB)
# A Survey of Advanced Border Gateway Protocol Attack Detection Techniques
## 6 Attacks that Require Advanced Detection
### DoS  
In the context of the BGP, a DoS (or DDoS) attack might not directly involve flooding a target with traffic. Instead, it could involve manipulating routing tables to make a network unreachable (blackholing) or redirecting traffic in a way that degrades performance or availability. These actions can be considered as leveraging the BGP to achieve DoS outcomes.  
BGP-based DoS attacks, such as those leading to blackholing or unintended traffic redirection, can be sophisticated and involve the strategic manipulation of routing information. However, many DoS examples are also conducted through means beyond the BGP protocol (e.g., the direct flooding of a target's bandwidth).
# AWMC: Abnormal-Weather Monitoring and Curation Service Based on Dynamic Graph Embedding
## 4 AWMC Description
### Design
#### 4.1.3 Database Design  
The database of the AWMC system is based on the Relational Database Management System (RDBMS). The database has three tables, namely, 'coordinates', 'weather', and 'anomaly score'. The 'coordinates' table stores the city name, latitude, and longitude. The 'weather' table weather stores the date and the weather data of each city. Weather data include temperature, humidity, vapor pressure, dew-point temperature, local air pressure, sea-surface pressure, and ground temperature. The 'anomaly score' table stores the date and score of each day for each city. The score represents the weather anomaly extent of each day for each city. In addition, we set and store the KID of each city in each table. KID is the label of each city. With KID as the primary key of table coordinates, and the foreign  
Figure 1: Back-end architecture.  
key of the table weather and anomaly score, we can build the relationship of each table. The relationship between the tables is shown in Figure 2.
## 4 Evaluation
### Objective Evaluation
#### 4.1.2 Real Environment  
In total, 36 sentences (sampling frequency 16 kHz) recorded in a room measuring \(10\times 5\times 3\) m\({}^{3}\) (\(SNR\) = 20 dB, \(RT60\) = 0.5 s) were utilized for the evaluation in a real environment. The average length of each recording is also about 8 s same as NTT [27] database. Based on the aforementioned conditions, a statistical analysis of \(PESQ\) is taken. Statistical results are shown in Figure 10 with 95% confidence intervals.  
Figure 8: Signal-to-interference ratio (SIR) results. Error bars represent 95% confidence intervals; (**a–d**) represent the results for separations \(\{30^{\circ},40^{\circ},50^{\circ},60^{\circ}\}\).  
From Figure 10, we can concluded that the proposed method greatly improved the perceptual quality of extracted sources. The corresponding SDR and SIR results are shown in Figures 11 and 12, respectively. Condition mixture (W) represents the B-format input signal \(S_{W}\). Similar to the results in the simulated environment, the SDR and SIR results follow a similar trend to the PESQ results. Overall, it can be concluded that the proposed method obtain a great improvement of extracted sources.
# Technologies and Fabrication of Intelligent Packaging for Perishable Products
## 2 Intelligent Packaging Techniques
### RFID Coupling with Sensing Techniques
#### 2.3.2 Semi-Passive Tags Coupling with Sensors  
Semi-passive tags coupled with sensors are comparable to active tags coupled with sensors; however, the only difference is that semi-passive tags must be activated when they need to function. Hence, they are not serving as real-time monitors because a signal must first activate the tags before the sensors connected to the tags can be read. A schematic of the first ISO 15693 compliant semi-active tag prototype is shown in Figure 5. It has low power control electronics, a RFID antenna, commercial sensors, a memory, and a thin film battery.  
[PERSON] et al., (2007) proposed and developed a flexible tag micro lab for food monitoring for the logistic chain. Their tag is a flexible label, hosting different sensor technologies with an RFID interface. The RFID interface is for the wireless exchange of data; thus, it can monitor the quality of food during transport, storage, and marketing. It works within a frequency of the 13.56 MHz band as it is most suitable for flexible tag integration [34].
## 4 Laboratory Experiment
### Measure Instrument  
In the laboratory experiment, a set of high-precision transient electromagnetic instruments were selected and determined to measure electromagnetic induction signals, including a NANOTEM transmitter and a SM24 receiver, as shown in Figure 12.  
The NANOTEM transmitter produced by the ZONGE Company (Tucson, AZ, USA) is a measurement method in the GDP-32 transient electromagnetic system. The current stability accuracy of the transmitter is less than 0.1% under the condition of low power, and its biggest advantage is that the cut-off time can be less than 1.0 us, which is very suitable for ultra-shallow transient electromagnetic measurement. The SM24 receiver produced by the EMIT Company (Perth, Australia) is the world's true 24-bit transient electromagnetic receiver, which can record the whole time data and collection sequence. Each interface of the receiver can control four channels and each channel has a separate 24-bit ADC and amplifier, so it can realize the function of multi-component or multi-directional simultaneous measurements to ensure the independence of multiple measurement data. The receiver is compatible with any transmitter and transient electromagnetic probe or user-defined receiver wireframe, which provides a significant basis for the design of the transmitter equipment and the coil. Therefore, it can be seen that the selection of measure instrument in the laboratory experiment is a combination of the most outstanding performances of the NANOTEM transmitter and SM24 receiver.
## 4 Results and Discussion
### Elasticity Degradation  
Based on the data in Table 5, Figure 16 illustrates the change of effective elastic modulus and porosity of micron silver sintered joints with accumulated extreme thermal shocks. The porosity changes from 13.19% to 25.75% and the effective elastic modulus decreases by about 36%. Since the  
\begin{table}
\begin{tabular}{c c c c c c} \hline \hline
**Thermal Shock (Cycles)** & \(E_{X}\) (GPa) & \(E_{Y}\) (GPa) & \(E_{Z}\) (GPa) & \(E_{off}\) (GPa) & **Apparent Density (g/cm\({}^{3}\))** \\ \hline
50 & 19.63 & 20.70 & 19.50 & 19.94 & 7.46 \\
100 & 17.60 & 20.98 & 19.08 & 19.22 & 7.22 \\
150 & 16.31 & 18.12 & 17.52 & 17.32 & 7.05 \\
250 & 16.22 & 16.92 & 15.56 & 16.24 & 6.93 \\ \hline \hline \end{tabular}
\end{table}
Table 5: The elastic modulus in three directions, the effective elastic modulus and apparent density.  
elastic modulus of three axes is calculated with deviation among different directions, it can be concluded that the elastic properties of micron silver joints are also related to the microscopic topological structure. The closer the reconstruction is to the original, the less the simulation fluctuates.  
Compared with analytical predictions which only consider porosity as the main factor, it is found that FEA is close to the R&A method for solving the problem of modulus uncertainty by using the special model of the change of the effective Poisson's ratio. However, the forecast is slightly larger. The large deviation of the M method may be related to the premise that the composite material consists of a continuous matrix phase with a high concentration of rigid spherical inclusion suspension. The comparison with the test results also indicates that FEA can easily realize the prediction of elastic properties in micron silver sintered joints. The calculation taking errors caused by structural randomness into account basically covers nanoindentation results (Figure 17).  
To clarify the elasticity degradation, a mechanism analysis is taken and discussed below. Micron silver atoms are held together by interaction and the elastic properties are directly related to the relative movement between atoms. Due to the mismatching of the thermal expansion coefficient of the sandwich structure, the adhesive layer is mainly subjected to shear force in the deep space environment regarding approximately monotonic loading. This may lead to lattice shift and dislocation slip in the microstructure (Figure 18).  
Figure 16: Changes in effective elastic modulus and porosity.  
Figure 17: Effective elastic modulus degradation with porosity.  
If the dislocation stops due to the concentration of micro-stress in sintered silver joints, a constrained region will be formed, where other dislocations may stop. At this time, the subsequent dislocation of the same dislocation increment occurs, piling up as shown in Figure 19. This defect can cause a decreasing number of atomic bonds; consequently, the effective elastic modulus shows degradation. Moreover, this defect can be observed as the growth of pores and dispersion of silver grains.
## 1 Introduction
Due to its insensitivity tobackground reflectance and being a better predictor of Gross Primary Productivity, a 2-band EVI (EVI2) has been found to be a better index than the NDVI for monitoring vegetation phenology and activity across a variety of ecosystems [28]. [PERSON] [29] developed a new Generalized Difference Vegetation Index (GDVI) to characterize land of dryland environment. For the diverse arid and semi-arid environment, the ability of NDVI time series to capture the seasonal and inter-annual variability has been confirmed in vegetation communities such as desert grassland, desert, woodland, savanna and shrub-steppe [12]. The SAVI, which is closely related to NDVI and can minimize the effect of soil brightness, has been used to record vegetation development for the semi-arid ecosystem in northwestern Mexico [30, 31]. In addition, the MODIS-derived EVI and NDVI showed a strong linear relationship with gross primary production comparing with _in situ_ flux measurements at a station located in the semi-arid environment of Sahel [32, 33]. Despite these applications, the detection results of VIs in arid and semi-arid lands were suggested to be interpreted with caution due to the high uncertainties of VIs in sparsely vegetated areas [14, 34], heterogeneity landscape structure and complex vegetation composition [16, 35]. To address these issues, the main objective of this study is to evaluate three MODIS-derived vegetation index products--in particular, concerning their suitability for monitoring vegetation dynamics in the arid environment of the Xinjiang Uygur Autonomous Region (XUAR), China. We derive the NDVI, SAVI, and EVI from the MODIS reflectance data and compare their spatiotemporal variation across the study region and along transects. Since the spring and autumn phenological transitions are important factors regulating plant growth and carbon sequestration [36], two phenological metrics, the start of the season (SOS) and end of the season (EOS), are mapped from the VI time series and compared regionally. The suitability of the VIs for vegetation dynamic monitoring in drylands is discussed in detail.
# Evaluating Collapse Fragility Curves for Existing Buildings Retrofitted Using Seismic Isolation
## 3 Numerical Modeling
### Superstructure  
A lumped plasticity model has been implemented for the structural elements (beams and columns) of the examined superstructures. The Ibarra-Medina-Krawinkler [11] model has been assumed to describe the flexural behavior of the plastic hinges. For beams and columns, the skeleton curves of the aforementioned plastic hinges have been derived from moment-curvature analysis of the critical cross sections, considering axial load interaction effects. For the structural members featuring premature shear failure (namely, the short columns of the staircase, identified a-priori), the ultimate rotation capacity has been defined by the intersection between the exhibited flexural behavior and the shear resistance of the specific element [8].  
Non-linear elements have been also adopted to model the knee beams of the staircase. Masonry infill panels are modeled with an equivalent compression-only strut. The skeleton curves are derived according to a modified version of the Decanini model [12]. The influence of openings in the infill panels has been considered by a proper reduction of their strength and lateral stiffness. Moreover, potential premature out-of-plane collapse has been also considered. Reference to [8] can be made for all the modeling details.