esa-sceva/satcom-chunk-collection huggingface dataset:
## 1 Introduction
[21] proposed a numerical model for investigating the thermomechanical behavior of an HCS and conducted a comparative analysis between the proposed model and the evaluation method presented in Eurocode 2 [31]. [PERSON] et al. [23] conducted a numerical analysis on the fire behavior of slim-floor beams combined with HCSs as a flooring system and then analyzed the difference in fire resistance performance between integrated floor beams and shallow floor beams in detail. [PERSON] et al. [24] proposed a computational model for HCSs under natural fire, especially considering material and geometric nonlinearities in addition to slip  
Figure 1: Prestressed hollow-core slabs. between concrete and prestressing strands. Meanwhile, other numerical studies have also been performed to identify the fire resistance performance of HCSs [25; 26; 27]. However, to verify the accuracy and rationality of the FE analysis, a comparative analysis of the fire resistance test results of HCSs is required. The FE model must be able to closely evaluate the behavior of the member observed in the experiment, such as the center deflection with respect to the fire exposure time and the temperature distribution in a section. However, the available fire test data of HCSs are insufficient, particularly for full-scale fire test data. In this study, a full-scale fire resistance test was conducted on an HCS manufactured in an actual precast factory and used in practice. For the fire test, two HCS specimens with cross-sectional heights of 200 and 265 mm were fabricated. The deflection of the specimens according to the fire exposure time and the temperature distribution inside the concrete section were measured and analyzed comprehensively, and the fire resistance performance of the HCS specimens was evaluated based on the criteria presented in ISO 834-1 (International Organization for Standardization) [32]. In addition, FE analysis was performed considering heat transfer and material properties that change according to temperature, and the rationality of the FE model was verified by comparing it with the actual temperature and structural behaviors of the HCS specimens. Based on the verified FE model, a parametric analysis was conducted on 21 cases with the HCS depth, span length, hollow ratio in a section, cover thickness of concrete, and load ratio (i.e., the ratio of the external load to the ultimate load) as variables. Subsequently, the fire resistance performance of the HCS according to each variable was evaluated and discussed comprehensively.
# Regular Wave Effects on the Hydrodynamic Performance of Fine-Mesh Nettings in Sampling Nets
## 5 Conclusions  
In this study, the hydrodynamic performance of fine-mesh nettings used in sampling nets was investigated under a range of wave conditions through a combination of wave tank experiments and numerical simulations. A series of simulations were performed to evaluate the damping effects of fine-mesh netting on wave propagation across varying wave periods and heights. Additionally, the distribution of the water particle velocity fields around the nettings was analyzed using both numerical results and PIV measurements. The main conclusions are summarized as follows:  
1. The horizontal wave forces increased with both the wave period and wave height for all nettings. The maximum experimental and numerical peak values of the wave force were 28.12 N and 27.47 N for Net 1, and 15.66 N and 14.90 N for Net 2, respectively, at a wave height of 0.19 m and a wave period of 2.3 s.
2. When the wave period was held constant, the drag and inertial coefficients for both nettings generally decreased with increasing Reynolds and KC numbers. The maximum drag and inertial coefficients for Net 1 were 2.52 and 0.45, respectively, and for Net 2, 1.74 and 0.58, respectively, at a wave period of 2.3 s and a wave height of 0.1 m.
3. The wave transmission coefficients of the nettings decreased with an increasing wave height at constant wave periods. However, the coefficients increased initially and then decreased as the wave period increased at constant wave heights. As waves propagate through the netting, both the wave crest and trough are diminished due to the damping effect of the netting. Additionally, the downstream wave amplitude attenuation was smaller for Net 2 than for Net 1 due to the smaller solidity ratio of Net 2.  
* The water particle velocity was significantly affected by the presence of the nettings, with the downstream velocity decreasing notably at both the wave crest and wave trough. The simulation and PIV measurement results for the water particle velocity field distribution were in good agreement.  
Z.L.: Conceptualization, Data curation, Writing--review and editing. C.Z.: Funding acquisition, Methodology. F.H.: Supervision, Conceptualization. R.W.: Conceptualization, Funding acquisition. Y.W.: Data curation, Formal analysis. S.G.: Data curation, Formal analysis. All authors have read and agreed to the published version of the manuscript.  
This research was funded by National Key R&D Program of China (2023 YFD2401301, 2023 YFD2401305, 2024 YFD2400705) and Luo Zhaorao Undergraduate Scientific Innovation Fund (A1-2004-25-201306).  
Not applicable.  
The data presented in this study are available in article.  
The authors declare that they have no conflicts of interest. All authors declare that there are no other competing interests.
## 3 Results and Discussion
### Effect of Gas-Liquid Interface on Gas-Liquid Volume Ratio
Therefore, when \(D_{M}/D_{N}=2.5\), the slowdown in the rate of increase in the gas-liquid volumetric ratio with increasing \(D_{M}/D_{N}\) is not caused by changes in gas-phase axial velocity but rather by the transition from a slug interface to a punctiform interface (see Figure 10), leading to a decrease in the axial velocity of the gas-liquid interface. Figure 13 shows the radial and axial velocity contours of three different types of local gas-liquid interfaces at the same height, aiming to illustrate the effect of interface type on the nearby radial and axial flows. It demonstrates that radial velocity is larger in the convex regions of the lobes and smaller in the concave regions, with a noticeable reduction in radial  
Figure 12: (**a**) Gas-phase axial velocity and (**b**) gas–liquid interface radial velocity under different \(D_{M}/D_{N}\) and \(L_{M}/D_{M}\). velocity on the convex side of the lobes in slug and punctiform interfaces. This is mainly due to the fact that fluid diffusion over concave and convex surfaces generates radial velocity that cancels each other out. The axial velocity follows the order: smooth interface \(<\) punctiform interface \(<\) slug interface. Normally the gas at the interface is entrained by the liquid, causing the interface velocity to be primarily controlled by the liquid. Meanwhile, the radial velocity of the liquid is negligible compared to the axial velocity. According to the law of mass conservation, as the liquid passes through the lobed interface and surface waves, the streamlines bend, increasing the path length. To maintain a constant fluid mass per unit time, the liquid must accelerate as it passes through the lobed and surface wave regions to cover the longer path. Therefore, as the lobed and surface wave regions increase, the axial velocity of the interface also increases.
###### Abstract  
The response characteristics of the mesostructure and macro-characteristics of the soil-rock mixture under repeated freeze-thaw action have an important influence on the safety and stability of the dump slope in low-temperature environments. In order to further understand the multi-scale response behavior of a soil-rock mixture under freeze-thaw cycles, this paper carried out indoor freeze-thaw cycles, uniaxial compression, and electrochemical impedance spectroscopy tests on a soil-rock mixture taken from a graphite mine dump in Jici City, Heilongjiang Province, China. Combined with the simulation calculation of discrete element numerical software (PFC2D 7.0), the effects of freeze-thaw cycling on electrochemical impedance spectrometry (EIS) mesoscopic parameters, uniaxial compressive strength, and crack propagation of soil-rock mixtures were analyzed. The intrinsic relationship between mesoparameters and macroscopic mechanical properties was established. The results showed that as the number of freeze-thaw cycles increases from 0 to 15, the mesopores inside the soil-rock mixture gradually increase, and the angular similarity of distribution characteristics increases by 5.25%. The uniaxial compressive strength and the peak secant modulus increase exponentially with the increase in the number of freeze-thaw cycles, the uniaxial compressive strength decreases by 47.62%, and the peak secant modulus decreases by 75.87%. The peak strain and pore compaction stage showed an exponential increase and an increasing trend, respectively, and the peak strain increased from 2.115% to 4.608%. The failure mode was basically similar in different cycles; the failure cracks extended from the corners to the middle and lower parts before the failure finally occurred. The types of failure cracks were mainly tensile cracks, followed by tensile shear cracks and the fewest compression shear cracks. The similarity and uniaxial compressive strength conformed to a good linear relationship with the number of freeze-thaw cycles, with the uniaxial compressive strength decreasing linearly with the increase in similarity.  
soil-rock mixture; electrochemical impedance spectrometry; similarity; mechanical properties; crack propagation +
Footnote †: journal: Applied Sciences
# Path Planning Optimization of the Load Transport Process Using Heuristic Algorithms
## 3 Heuristic Algorithms
### Genetic Algorithm
\begin{table}
\begin{tabular}{c c c c c c c c} \hline \hline  & \multicolumn{6}{c}{**Population Number \(I_{pop}\)**} \\ \cline{2-7}
**It** & \multicolumn{6}{c}{**50**} & \multicolumn{6}{c}{**100**} \\ \cline{2-7}  & \multicolumn{6}{c}{**Number of Waypoints**} \\ \cline{2-7}  & \multicolumn{6}{c}{**8**} & **10** & **12** & **8** & **10** & **12** \\ \hline \multirow{2}{*}{500} & \(L\) [mm] & 3754 & 3910 & 3962 & 3619 & **3610** & 3659 \\ \cline{2-7}  & \(T\) [s] & 73.6 & 80.8 & 86.5 & 147.9 & 164.5 & 180.4 \\ \hline \multirow{2}{*}{1000} & \(L\) [mm] & 3660 & 3776 & 3760 & 3630 & 3652 & 3841 \\ \cline{2-7}  & \(T\) [s] & 143.6 & 159.4 & 177.9 & 292.7 & 320.8 & 359.3 \\ \hline \hline \end{tabular}
\end{table} 
Table 2: Value of the objective function and computation time for various parameters of the genetic algorithm—\(p_{k}=0.8\) and \(p_{m}=0.05\). \begin{table}
\begin{tabular}{c c c c c c c c} \hline \hline  & \multicolumn{6}{c}{**Population Number \(I_{pop}\)**} \\ \cline{2-7}  & \multicolumn{6}{c}{**50**} & \multicolumn{6}{c}{**100**} \\ \cline{2-7}  & \multicolumn{6}{c}{**Number of Waypoints**} \\ \cline{2-7}  & \multicolumn{6}{c}{**8**} & **10** & **12** & **8** & **10** & **12** \\ \hline \multirow{2}{*}{500} & \(L\) [mm] & 3754 & 3910 & 3962 & 3619 & **3610** & 3659 \\ \cline{2-7}  & \(T\) [s] & 73.6 & 80.8 & 86.5 & 147.9 & 164.5 & 180.4 \\ \hline \multirow{2}{*}{1000} & \(L\) [mm] & 3660 & 3776 & 3760 & 3630 & 3652 & 3841 \\ \cline{2-7}  & \(T\) [s] & 143.6 & 159.4 & 177.9 & 292.7 & 320.8 & 359.3 \\ \hline \hline \end{tabular}
\end{table} 
Table 3: Value of the objective function (trajectory \(L\)) and calculation time for various parameters of the genetic algorithm—\(p_{k}=0.8\) and \(p_{m}=0.1\). most important parameters of the genetic algorithm, such as the probability of crossing and mutation, have a large impact on the optimal solution obtained. Better results were obtained for a higher value of mutation probability (\(p_{m}=0.1\)), while an increase in crossover probability results in worse results.
## 3 Results and Discussion
### Comparison of Multi-Satellite and Reanalysis Precipitation Inputs
GSMaP performed the highest (the blue stars) over the Beijing and Dongjiang River Basins both in the calibration and validation sets, which means it has the biggest similarity to CGDPA, followed by Average Rain 1 and Rain 2 (the red points), respectively. IMERG-cal also displayed larger values for RMSD and lower values for CC than the other satellite and reanalysis products in Figure 6a-d. Clearly, PERSIANN-CCS and GSMaP-RNL performed far worse than the others over two river basins during the calibration period (Figure 6a,c), while PERSIANN-CCS and ERA-Interim performed much worse than the others over the study basins during the validation period (Figure 8b,d). Moreover, TMPA-3B42 RT and ERA5 showed similar performances over the two river basins during the whole period (Figure 8a-d). Considering the performances of all crops in the Dongjiang River Basin were marginally lower than those in the Beijing River Basin, there might be two reasons for this: On the one hand, the rain gauge number of the Dongjiang River Basin, whose drainage area is smaller, was smaller than that of the Beijing River Basin. On the other hand, the Dongjiang River Basin has a comparatively complicated topography and lower rainfall intensity (Figure 1). In summary, considering the quantitative evaluation and Taylor diagram analysis, the multi-source gridded precipitation products show considerable differences in their performance. However, this may lead to confusion when choosing a precipitation product for practical applications using a single performance metric. Hence, the combination of multiple criteria for selection can reduce the chance of subpar metrics outperforming themselves for random reasons [67]. It is worth noting that GSMaP exhibits the best performance, while the worst performance was found for PERSIANN-CCS and GSMaP  
Figure 7: Spatial patterns of KGE\({}^{\prime}\) values for multi-source precipitation datasets against CGDPA at a daily scale from 2006 to 2018 and 0.25\({}^{\circ}\)\(\times\) 0.25\({}^{\circ}\) resolution for the two basins. RNL. Their differing behavior patterns across the study basins may be attributed to the differences in the gauge-adjustment methods and the biases in their pre-non-gauge-adjusted products [68]. In addition, the spatial variability of errors in precipitation estimation can be caused by various factors such as complex terrains, climate, land-cover changes, and anthropogenic influences [69].
# Decentralizing Private Blockchain-IoT Network with OLSR
## 5 Evaluation
### Recovery Time  
This section evaluates and quantifies the performance of blockchain connection when it recovers from a failure in the underlying network. More specifically, there is an MPR failure during the blockchain operation. The sender keeps requesting data and streaming transactions at the speed of one transaction per second (tps). Transactions are propagated to the receiver via a selected MPR (Node 2 or Node 3), which can be observed with tcptraceroute tool. We then force the MPR node to shut down. On the collapse, the blockchain connection and transaction stream to the receiver are interrupted, thus the receiver loses synchronization with the sender. However, the network is not recovered immediately. The sender initially needs to confirm the MPR is out of connection by the expiration of the latest HELLO message according to Equation (1). Second, the sender selects a new MPR (the left alive node) and notifies the new MPR to start packets forwarding within the following HELLO messages. After acknowledgment of the new MPR node, packets including OLSR and blockchain messages finally get their destinations. The blockchain re-certifies the connection and resumes the transaction synchronization. In our experiment settings, \(T_{hello}\) equals to 2 s, thus \(T_{hold}\) becomes 6 s. \(T_{validity}\) is set to 20 s in the configuration file. \(T_{validity}\) is greater than \(T_{hold}\), which means the sender needs to wait for the expiration of the last legal HELLO message for over 20 s. Then, it calls for a new MPR node in the next 2 s with the pace of HELLO message dissemination. The entire recovery time is reflected in the number of transactions in both sender and receiver's \(T_{xpool}\). We record the accumulated number of transactions in the \(T_{xpool}\) of both sides via inter-process communication (IPC) and show the cumulative curve of four measurements in Figure 3. We can see that the trend in the four subfigures is similar. After the failure, the transactions are queued at the sender's txpool (the \"Sync lost\" mark). When OLSR finds a new route, the operation is back to normal at the \"Sync resume\" mark. From the experiment results, the recovery time from when the synchronization is lost to resumed has an average value of 22.3 s, which proves the blockchain is recoverable from the underlying network failures.
## 4 Platform Design and Development
### Contextual Design for Platform Users  
There are three purposes for the development of this platform: (1) integrating the historical building model with 3D-GIS attribute data; (2) professionals can automatically visualize all the required information in the Unity scene; (3) real-time updating of historical building models and data; therefore, the platform users are professionals, architects, and GIS users. Figure 9 shows the architect's design workflow and GIS user's analysis workflow. This study only discusses the workflow involved in the field of cultural heritage conservation. Architects and GIS users can present problems to the platform developers during analysis planning and data collection, which can be used as the concept for platform development. After the goal is set, the programming language is written in the Unity game engine, including the user interface design and menu design. Then, architects can import the historical building model and material into Unity, and GIS users can import the 2D analysis data and 3D terrain model into Unity. Finally, the historical building and the old city block model are displayed.  
Figure 8: Optimizing virtual environment with interactive script.  
Figure 9: Contextual design for platform users.  
The key value of this platform is that it can integrate information from different fields, and help architects communicate more effectively with professionals in different fields, such as GIS users, or improve communication between the platform and architects or the platform and GIS users. In short, the communication between people, or between people and things, can be improved, which is consistent with the theme of this study stage: using game technology to improve the interaction and visibility of 3D-GIS.
## 5 Conclusions  
Utilizing the SBAS-InSAR technology, this study closely monitored the active slope upstream of the Laxiwa Hydropower Station, yielding valuable insights into the displacement and deformation time series of the Guobu slope from 2016 to 2019. Notably, the resulting high-precision landslide displacement data proved effective in recording the movement with accuracy and reliability that were verified using self-data accuracy assessment and previous monitoring results. The InSAR monitoring results of the time series reveal that the steeper area in the middle and upper parts of the Guobu slope display the largest deformation rate, validating the failure mechanism of the tilting deformation of the Guobu slope. By incorporating precipitation, reservoir water level data, and the deformation sequence obtained through InSAR technology, this study quantitatively analyzed the response of landslide movement to hydrological changes using wavelet tools. The findings indicate that seasonal precipitation predominantly influenced landslide movement during 2016-2019, and the deformation responded to precipitation with a delay of approximately 70 days. Additionally, the lower part of the slope exhibited a quicker response to water level changes at about 20 days, while the area with the largest deformation in the middle and upper parts of the slope responded to water level changes at around 80 days. The landslide movement is currently mainly driven by precipitation, compared to the 2009-2014 reservoir storage period during which the landslide movement was mainly driven by the reservoir water level. Through the application of wavelet tools, this study quantitatively explains the correlation and lag between landslide movement and influencing factors. This study thus provides a new approach to the assessment of landslide movement and facilitates future disaster prevention and control.  
The following are available online at [[https://www.mdpi.com/article/10.3390/app13085141/s1](https://www.mdpi.com/article/10.3390/app13085141/s1)]([https://www.mdpi.com/article/10.3390/app13085141/s1](https://www.mdpi.com/article/10.3390/app13085141/s1)), Table S1: Timetable of Sentinel-1 data capture time.  
[PERSON] conceptualized the study and improved the manuscript; [PERSON] performed the experiments and drafted the manuscript; [PERSON] and [PERSON] contributed to the discussion of the results and revision of the article; [PERSON] provided partial data. All authors have read and agreed to the published version of the manuscript.  
This research was supported by the National Natural Science Foundation of China (No. 41671359), the Common Application Support Platform for Land Observation Satellites of China's Civil Space Infrastructure (CASPLOS_CCSI), and the China high-resolution Earth observation system (21-Y20B01-9003-19/22).  
Not applicable.  
The authors would like to express their gratitude to the European Space Agency (ESA) for providing the Sentinel-1 images for this study.  
The authors declare no conflict of interest.
###### Abstract
Moreover, we compute the non-conflict VTWs for each non-scheduled target to guarantee that each AEOS can observe one target at a time. The main contributions of this paper are twofold:  
(1) We are the first to apply the decentralized PI framework for solving the AEOS observation schedule problem with time-dependent transition constraints. The proposed PIDSM is concurrently run on all AEOSs via ISL-based local communications. It iterates between two phases, namely, _target inclusion_ and _consensus and target removal_. The first phase aims to select the optimal task for each AEOS. The second reaches consensus based on the significance value across all AEOSs, and then removes the targets that may decrease the overall fitness. (2) Compared with other distribution algorithms, i.e., CBBA [30], CNP [36], and ECNP [32], our PIDSM can successfully schedule more targets with less communication overhead and higher global fitness values. Moreover, the sensitivity analysis demonstrates that variations in the number, distribution density, and observation time of targets have minimal impact on the performance of the PIDSM. The rest of this paper is organized as follows. Section 2 illustrates the studied problem and presents the corresponding mathematical model. Section 3 proposes heuristics methods to compute the global fitness value of a solution. Section 4 proposes a PIDSM consisting of two phases. Experiments are conducted in Section 5 and we discuss the whole algorithm in Section 6. This paper is concluded in Section 7.