esa-sceva/satcom-chunk-collection huggingface dataset:
## 4 Microanalysis
### Scanning Electron Microanalysis  
Figure 12 depicts the SEM images of the red clay and lime-ash stabilized soil at different curing durations. As illustrated in Figure 12a, the particles in red clay are loosely arranged, presenting a laminar structure, resulting in numerous small to medium-sized pores and cracks. Consequently, the interparticle connections are weakened, affecting the overall integrity and strength of the soil. In Figure 12b, after the addition of lime and fly ash, there is a significant alteration in the pore structure of red clay. The exchange of clay minerals and the formation of binders through reactions with volcanic ash lead to particle flocculation. Consequently, red clay transitions from granular and laminar structures to block-like structures, thereby enhancing the soil's strength [26]. Additionally, spherical particles within the sample can be observed in (b), which are unreacted fly ash. Figure 12c reveals that after the introduction of phosphogypsum, evident needle-like and filamentous binders fill the gaps between pores. These materials are calcium ettringite, generated through further reactions between calcium aluminate hydrates and phosphogypsum. This process contributes to the increased strength of the lime-ash stabilized soil [27]. Figure 12d shows that at a curing age of 28 days, the untreated lime-ash stabilized soil still exhibits noticeable internal pores and cracks. However, with prolonged curing, the reaction between lime and fly ash becomes more comprehensive, resulting in a flocculated structure within  
Figure 11: XRD test analysis of improved soil: (**a**) XRD patterns; (**b**) Component proportions; (**c**) XRD patterns and component proportions of soil.  
the sample's interior. Furthermore, Figure 12e demonstrates that at a curing age of 28 days, fly ash particles disappear and a significant amount of binder adheres to the soil particle surfaces. The proportion of the gel network structure is relatively large, which enhances the overall structural integrity of the soil and further enhances its strength. Microscopic morphology differences between lime-ash stabilized soil samples with 4% phosphogypsum at 60 days and 90 days of curing are minimal, resembling the 28-day curing period, with extensive coverage of the gel network structure within the sample's interior.  
Figure 12: SEM images: (**a**) Natural red clay soil; (**b**) 7 d, 0% P; (**c**) 7 d, 4% P; (**d**) 28 d, 0% P; (**e**) 28 d, 4% P; (**f**) 60 d, 0% P; (**g**) 60 d, 4% P; (**h**) 90 d, 4% P.  
In summary, the addition of phosphogypsum to binary lime-phosphogypsum soil activates the reactivity of fly ash. The generated calcium aluminate fills the pores and cracks within the soil aggregates. With an extended curing period, the proportion of this binding material area increases, leading to higher soil strength. The microscopic results corroborate the increase in soil strength with an extended curing period.
## 4 Experiments  
### Dataset and Evaluation Metric  
There is no publicly available dataset of fronto-parallel images that can be used for quantitative analysis. To support the relevant study and evaluate the proposed method, a repeated pattern detection (RPD) dataset was constructed; the dataset has 841 images, including 774 scanned fabric images as well as 67 computer-generated design images. These images have a rich texture of diverse contents, with regular or near-regular topology, and the repeated pattern sizes of scanned fabric images were manually labeled as ground truth. Each image has more than two repeated patterns in its repeat directions. Although the RPD dataset is not a huge one, compared to other datasets for deep learning-based methods, the dataset is not used for training but for testing. Similarly to unsupervised learning or self-supervised learning, the optimization of repeat pattern size is performed  
Figure 5: (**a**) Illustration for extraction of centroid: top—selected activation peaks projected to modular space, bottom—calculation of centroid. (**b**) Examples of centroids and elastic repeated pattern grids: top—identified centroids of repeated pattern, bottom—elastic repeated pattern grids calculated.  
online based on every single image. A dataset of such size is sufficient for testing in terms of accuracy, robustness, and efficiency. The dataset (as well as the model) is shared publicly for comparative study (the url will be provided upon publication).  
Since the output of the current method is represented in the form of a repeated pattern grid, instead of the location to a specific pixel position, the size of the repeated pattern grid is used to evaluate the accuracy of repeated pattern detection. Moreover, a repeated pattern may be found at any place in one image (as shown in Figure 6). Thus, repeated pattern grids were drawn from point \(o=(0,0)\) for the qualitative evaluation.  
To evaluate the accuracy of each approach, it is assumed that all repeated patterns start from the same point and the intersection over union (IoU) is calculated to quantitatively measure the accuracy of the detected repeated pattern. The IoU is computed as follows:  
\[IoU=\frac{\min(d_{x}^{**},g_{x})\cdot\min(d_{y}^{**},g_{y})}{d_{x}^{**}\cdot d _{y}^{**}+g_{x}\cdot g_{y}-\min(d_{x}^{**},g_{x})\cdot\min(d_{y}^{**},g_{y})} \tag{12}\]  
where \(d_{x}^{**}\) and \(d_{y}^{**}\) are the sizes of the predicted repeated pattern in the x and y directions, respectively, and \(g_{x}\) and \(g_{y}\) are the ground truths for the minimal size of the repeated pattern.
## 3 Experiments and Discussion
### Measurement Experiment Using a Multi-Sensor CMM  
The two workpieces with sinusoidal and f-theta lens surface surfaces shown in Figure 5 were measured with the Werth multi-sensor CMM with a laser sensor and touch trigger probe to demonstrate the effectiveness of the proposed data modelling and data fusion method. Generally, the laser sensor derives its strength from its non-contact measurement nature but has larger measurement uncertainty while the tough trigger probe has higher measurement accuracy with smaller uncertainty. The measurement with the laser sensor was designed to be dense and the measurement with the touch trigger probe was designed to have less sampling points.
# Transmitter Diversity Gain Technique Aided Irregular Channel Coding for Mobile Video Transmission
## 4 Proposed System Setup
### Source Encoder H.264 Compression Standard  
H.264 Advanced Video Coding Standard (AVC) [42] is the advance compression standard that has gained popularity due to its well acceptable nature in different diverse application scenarios and the provision of greater compression efficiency with flexibility to operate in different network conditions [43]. H.264/AVC provides a network-friendly representation for both conversational--e.g., video telephony, multimedia messaging, and non-conversational--e.g., broadcast, storage, distribution of video contents, video on demand, and multimedia streaming applications. The design of H.264/AVC video codec aimed to enable the interoperability between the encoder and decoder of different manufactures while achieving the high coding efficiency [43]. The H.264/AVC encodes  
Figure 3: Proposed System Model.  
the input video stream into two layers--i.e., Video Coding Layer \((VCL)\) and Network Adaptation Layer \((NAL)\). Moreover, \(VCL\) represents the coded bit-stream, while \(NAL\) ensured the compatibility of the coded bit-stream in various types of networks. The coded frame is organized into slices, where each slice comprises Macroblocks (MBs), and each MB is categorized into Intra-coded and Inter-coded types. More specifically, the MB in Inter-coded mode is transmitted with the motion vector, and the displacement residual error is calculated at the receiver side in order to reconstruct the original MB, while, in Intra-coded mode, the MBs are encoded without any reference to previously transmitted information MBs. Furthermore, the error-resilient Data Partitioning (DP) technique allows for the prioritized manipulation of the coded stream. Three different partitions, comprising of type A, B, and C, exist per frame in the DP mode. The priority has been given to each according to their importance and type. Type A partition contains very important information, including coded header information, a motion vector, slice header, quantization parameters, and MB types. Type B partition is also an important partition containing Intra Coded Block Pattern (CBP) bits and MB coefficient. Similarly, partition C contains inter-frame motion-compensated residual error bits for MB encoded by inter-frame prediction. Furthermore, it is important to note that, if, in case the type A partition is corrupted, then the whole block is considered distorted and marked as corrupted and, consequently, the decoder applies error concealment technique to compensate the impact of errors. Upon the presence of partition A and B, an intra-frame MB update per frame is added in the reconstructed frame, while motion residual bits are consequently incorporated if type C partition is received without any errors induced by the channel noise.
# Communication-Traffic-Assisted Mining and Exploitation of Buffer Overflow Vulnerabilities in ADASs
### Organization  
This paper is organized as follows: First, we present basic knowledge on buffer overflow, the composition of ADAS software, and communication traffic characteristics (Section 2). Next, we propose a communication-traffic-assisted method for BOF vulnerability and exploitation (Section 3). Then, we conduct experiments on commercial ADAS products and actual vehicles to verify the method's feasibility (Section 4). Finally, we summarize the entire article (Section 5).
## 2 Engineering Overview and Issues  
### Geologic Setting  
The tested roadway refers to the return air subinclined shaft in China's Wuju Coal Mine. It is a development roadway extending from the first level (+600 m) to the second level (+300 m). In the process of excavation, this roadway passes through a total of 25 rock strata, including hard rock formations composed of fine-grained sandstone and coarse sandstone, and soft rock formations composed of coal, mudstone, and sandy mudstone. It is, therefore, defined as a typical crossing-seam roadway. This return air subinclined shaft with a dip angle of 20\({}^{\circ}\) is excavated parallel to the coal seam.  
Table 1 lists the rock strata that the roadway mainly passes through during excavation. It can be seen that within a mileage of 108 m, the surrounding rock has high strength and good lithology; there is an interbedded formation of mudstone and sandstone between 108 m and 405 m, where the surrounding rock varies greatly in strength. The mudstone formation, located within 405-827.9 m, is a typical soft rock zone with low-strength surrounding rock. In this work, the tested roadway is a deep one at a burial depth of 799.1-918.9 m. The lithology distribution of the surrounding rock in the return air subinclined shaft is shown in Figure 1.  
During excavation, the surrounding rock is primarily composed of mudstone that occurred in stratified and laminated forms, with joint fissures developed in this process,  
\begin{table}
\begin{tabular}{c c c c c c} \hline \hline  
5-2 coal seam & +420.0 & 819.1 & 538.70 & The coals are inferior and brittle. \\ \hline Carbonaceous mudstone & +409.2 & 829.9 & 568.50 & \begin{tabular}{c} The stratum, developed in an \\ oblique bedding form, is \\ relatively broken. \\ \end{tabular} \\ \hline Sandy mudstone & +380.8 & 888.3 & 651.30 & \
\begin{tabular}{c} The rock mass is hard, with \\ moderate integrity. \\ \end{tabular} \\ \hline Mudstone & +320.2 & 918.9 & 828.60 &
\begin{tabular}{c} The stratum, with clear \\ stratification, is relatively broken. \\ \end{tabular} \\ \hline \hline \end{tabular}
\end{table}
Table 1: Lithology distribution of the surrounding rock in the return air subinclined shaft within different mileages.  
Figure 1: Lithology distribution of the surrounding rock in the return air subinclined shaft.  
and the lithology is poor. The tested roadway passes through the 5-2 coal seam, where coals are brittle and inferior due to the low hardness of this seam. Moreover, under the obvious influence of geologic structures, it also passes through three tectonic fault zones. The in situ stress test indicates that horizontal stress greatly affects this roadway, showing a side-pressure coefficient of 1.4-1.5. In addition, there is an angle of about 25-43\({}^{\circ}\) between the maximum horizontal stress and the axis of this roadway.
# Life Cycle Assessment for the Production Phase of Nano-Silica-Modified Asphalt Mixtures
## 5 Conclusions  
LCA is a tool that helps to assess the environmental impacts of materials and products so that decisions can be made not just on the benefits of using these materials but also considering their environmental contributions (especially to climate change and human health). This study assessed a Nano-Silica-Modified Asphalt Mixtures in terms of materials production emissions through the Life Cycle Assessment methodology (LCA), and the results were compared to a conventional asphalt mixture to understand the impact contribution of nano-silica in asphalt mixtures. The results showed that NMAM had a global warming potential of 7.44563 \(\times\) 10\({}^{3}\) kg CO\({}_{2}\)-Eq per FU as compared to 7.41900 \(\times\) 10\({}^{3}\) kg CO\({}_{2}\)-Eq per FU of unmodified asphalt mixture. The study also computed the normalized score for each impact category and the results showed NMAM performs better in five categories: global warming (0.3102 pts/FU), ozone depletion (0.2323 pts/FU), eutrophication (0.6779 pts/FU), photochemical oxidation (0.0217 pts/FU), and ecotoxicity (0.0634 pts/FU). NMAM performs worse in four categories: respiratory effects (36.9556 pts/FU), human health carcinogenic (5.8258 pts/FU), human health non-carcinogenic (182 pts/FU), and acidification (41.0101 pts/FU). The modification of asphalt materials with nano-silica causes less than or equal to 1% per unit increase in impact score across all impact categories. The application of LCA to NMAM has the potential to guide decision-makers on the selection of pavement modification additives to realize the benefits of nanomaterials in the pavement while avoiding potential environmental risks. Additionally, this study has shown that even though the modification of asphalt mixtures with nano-silica results in an increase in fuel consumption, it does not cause an unreasonable risk to the environment nor does its application as a modifier results in significant deterioration of the life cycle environmental profile. However, future research is required by considering the analysis of the whole life cycle for nano-modified asphalt materials using different nanomaterials as a modifier to confirm that nanomaterials are sustainable materials.  
Conceptualization, S.S.; Methodology, S.S.; Software, S.S.; Validation, S.S.; Formal Analysis, S.S.; Writing-Original Draft Preparation, S.S., D.E.L., B.S.K.; Writing-Review & Editing, B.S.K.; Funding Acquisition, D.E.L., B.S.K.  
This work was supported by the National Research Foundation (NRF) of Korea grant funded by the Korea government (MSIT) (No.NRF-2018 RIA5A1025137).  
The authors declare no conflict of interest.
# Numerical Analysis of an Upstream Tailings Dam Subjected to Pond Filling Rates
## 3 Simulation Results
### Effects of the Pond Filling Rates on the Stability and Excess Pore Water Pressure
Figure 11 shows the basic concept of excess pore water pressure build-up during the stage of construction at point B and \(P\!F\!R\) = 10 m/year. As shown, the excess pore water pressure increased after every raising phase and then decreased after every consolidation phase which followed. Again, this finding supports the abovementioned stability analyses, that is, the \(F\!G\!S\) values decrease after raising phases and then increase again after consolidation phases. More importantly, it is worth observing that \(E\!P\!P\) remained after every pond filling step (i.e., after consolidation phases C1, C2, C3, C4, and C5). The remaining \(E\!P\!P\) were built up until the last phase of consolidation C5. Based on this concept, the \(E\!P\!P\) build-up during the stage of construction with respect to pond filling rates (\(P\!F\!R\)) is presented in Figure 12. Typical points A and B (in Figure 1b) were selected for the analyses. As shown, the build-up of excess pore water pressure was dependent on the \(P\!F\!R\). Take point B in Figure 12b as an example: when the \(P\!F\!R\) was small (i.e., \(P\!F\!R\) = 2.5 m/year), the remaining \(E\!P\!P\) were \(E\!P\!C_{\text{1}}\) = 3.9 kPa, \(E\!P\!P_{\text{C2}}\) = 4.0 kPa, \(E\!P\!P_{\text{C3}}\) = 5.1 kPa, \(E\!P\!P_{\text{C4}}\) = 6.3 kPa, and \(E\!P\!P_{\text{C5}}\) = 7.6 kPa after the consolidation phases C1, C2, C3, C4, and C5, respectively. The remaining \(E\!P\!P\), in this case, was built up, reaching only a small value of 7.6 kPa (\(E\!P\!P_{\text{C5}}\)) after the last consolidation phase C5. However, higher values of \(E\!P\!P_{\text{C5}}\) were found when the \(P\!F\!R\) was higher (i.e.,  
Figure 10: Excess pore water pressure after the last consolidation phase C5 with respect to the pond filling rates (\(P\!F\!R\)) at sections: (**a**) A–A\({}^{\prime}\) and (**b**) B–B\({}^{\prime}\) (defined in Figure 1b). 12.0 kPa, 19.7 kPa, and 43.2 kPa for the cases with \(PFR\) = 3.3 m/year, \(PFR\) = 5.0 m/year, and \(PFR\) = 10.0 m/year). The same effect of the pond filling rates on the \(EPP\) build-up during the stage of construction can be observed in the results of point A (Figure 12a).
# The Applications and Challenges of Digital Twin Technology in Smart Grids: A Comprehensive Review
## 4 Critical Applications
### System Operation and Optimization
#### 4.2.3 Integration of Renewable Energy Sources  
The incorporation of renewable energy sources into the grid is essential for sustainable development but introduces variability and unpredictability in the power supply. Digital Twins assist in the seamless integration of these energy sources by simulating their impact on the grid, allowing operators to anticipate fluctuations and adjust the system accordingly. This capability ensures a stable energy supply and optimizes clean energy utilization, by reducing dependence on non-renewable resources and decreasing carbon emissions. Additionally, Digital Twins can help in optimizing the placement and operation of renewable energy assets, ensuring their maximum efficiency and contribution to the grid.
## 2 Numerical Methodology
### Mesh Qualities  
Normalized power absorption (NPA) is used to confirm mesh independence, which is the ratio of the average simulated dissipated power in the loss medium to the effective input power [33]. If the NPA remains constant with the increase in the number of elements, it means that further increasing the mesh number or mesh density does not significantly affect the simulation results. Therefore, the model was considered to have achieved mesh independence. To ensure accurate results, the mesh size should be smaller than a tenth of the microwave wavelength. Therefore, the maximum mesh size was 0.012 m.  
The relation between the NPA of the S\({}_{0}\)M and the number of elements is shown in Figure 6. When the number of elements was larger than 12,566, the NPA barely changed with the increase in the number of elements. The NPA values at element counts of 12,566, 13,895, 15,243, 18,061, and 20,699 were 0.19468, 0.19411, 0.19406, 0.19411, and 0.19411, respectively. Their percent difference error was much smaller than 2%. This indicated that the simulation results were independent of the number of elements. In this study, the number of elements was 18,061.  
Figure 5: Solving process.
# AC Microgrids Protection: A Digital Coordinated Adaptive Scheme
## 5 Conclusions  
In this paper, a digital adaptive protection scheme for low voltage MGs was provided. In the proposed method, different protective digital relay schemes for different locations of MGs, such as the PCC, feeders, lines, and grid-forming droop based DGUs, were introduced and they have been coordinated through an adaptive scheme. The proposed adaptive scheme includes two steps. First, the offline step, as the first step of the proposed adaptive scheme, wherein all the settings are adopted for selective and sensitive fault detection, isolation, and coordination among proposed protective modules. Then, in an online procedure, any change in the system is detected, and thus a new set of setting for proposed modules will be performed to adapt the settings accordingly. The proposed digital protection modules covers various fault types, such as DOCR, NSC, THD, and UVR relays, which facilitates detecting various faults. Offline and online algorithms for adaptive setting and coordination of the proposed relays were developed. Due to its credible capability of the proposed method for operation in both of the grid-connected and islanded mode, it presents a free-mode switching feature, which is able to clear the faults from double sides as well as single phase faults. Protection modules for different nodes of the MG system were introduced as one of the main contributions, which results a reliable, selective, and coordinated protection, and facilitates detecting several types of faults, for grid-connected and islanded modes of the operation. In order to show the effectiveness of the proposed method, various simulations were performed. Simulation results show a safe, selective, reliable, and coordinated protection under several fault scenarios. The future of research mainly focuses on the convex optimization approaches to find a strict optimal point for the DOCR relays, as well as extending the proposed method for interconnected MGs with meshed topology.  
Conceptualization, N.H. and Y.K.; methodology, N.H.; software, N.H., Y.K., S.G.; validation, N.H., Y.K. and M.N.; formal analysis, N.H., S.G.; investigation, N.H., J.C.V.; resources, J.M.G.; data curation, J.M.G.; writing--original draft preparation, N.H., Y.K.; writing--review and editing, J.C.V., K.K.; visualization, N.H., J.M.G., K.K.; supervision, J.M.G., J.C.V.; project administration, J.M.G.; funding acquisition, J.M.G. All authors have read and agreed to the published version of the manuscript.  
This research was funded by the Department of Energy Technology, Aalborg University, under the Villum Investigator Grant 25920 as a part of the Villum Investigator Program CROM funded by the Villum Foundation.  
Not applicable.  
\begin{table}
\begin{tabular}{l|l|l|l|l|l|l|} \hline
**Fault Location:** & \multicolumn{2}{c|}{**Fault \#1**} & \multicolumn{2}{c|}{**Fault \#2**} & \multicolumn{2}{c|}{**Fault \#3**} \\