esa-sceva/satcom-chunk-collection huggingface dataset:
## 4 Results and Discussion
### Advantages of the Implementation in the Official Schema  
As previously outlined, the _PropertySets_ (Pset) defined in the latest international standard for IFC, ISO 16739-1:2024, does not fully represent ISO 21930 or EN 15804 environmental indicators. The limited set of environmental parameters and units of measurement in IFC means that a full EPD data import is not possible without endangering machine interpretation. While the EPD data integration into IFC is technically feasible, it is not seamless due to the necessity for meticulous mapping for the alignment of values and the extension of the IFC schema for non-aligned data.  
The application of user-defined properties modelled by each organization is a short-term solution that requires decisions from practitioners on how to map each property. Therefore, these properties will not be interoperable across systems. This situation will generate challenges during implementation in software solutions, reducing interoperability and creating a vendor lock-in effect. As a result, users will be dependent on particular vendors.  
Therefore, to facilitate seamless integration of EPD data into BIM and reduce burdens on industry, the identified gaps must be addressed through international standardization of the official IFC schema. This can be achieved by expanding IFC 4.3 to encompass EPD indicators and corresponding values, and also by establishing conventions for linking to EPD documents. The inclusion as _Psets_ will have other advantages, such as consistent interpretation across systems, allowing for interoperability and improving data exchange; validation and quality control of the properties, reducing errors; and providing forward compatibility (future-proofing), ensuring that the data remains readable and usable in the long term. The properties defined should also be incorporated into the bSDD.  
Any improvement in interoperability along the construction value chain will positively affect industry and society, especially for countries with lower implementation of digital technologies, facilitating direct implementation of sustainability assessment software with reduced costs.
## 4 Discussion
### Study Limitations  
Some limitations have been identified in this study. The subjects were usually discharged very close to the end date of the experimental study. Therefore, although the subjects were able to complete the study in terms of the proposed number of experimental sessions and duration of treatment, the main limitation is the lack of a follow-up assessment for analyzing if the improvements observed in subjects were retained over time. Thus, the next reasonable step would be to increase this sample size in the context of a funded study in which a follow-up assessment is planned for all the subjects.  
Another limitation is the ceiling effect that the Armeo Spring has, found for one subject with a cervical SCI of metameric level C8 and ASIA C classification, making it clear that there is a need to find an additional technology for specific hand treatment with the aim of complementing the therapy that the subjects received with the Armeo Spring. This has led us to search for other hand-focused technologies to complement the therapies administered in this study. An example of this is the Leap Motion Controller, for which a set of virtual applications with a therapeutic meaning have been developed in our center [45].  
A strength of this study is worth mentioning. This study has been achieved with the coordinated collaboration of three different clinical units or departments of the hospital, with the contributions of physicians, occupational therapists, engineers, and a neuropsychologist. In addition, the experimental groups were dose-matched and it has been proven that the robotic therapy improves the level of independence in ADL in this population.  
Finally, it is interesting to think about the proposal of possible improvements to the methodology followed in the present study. One of them could be to more comprehensively control the amount of conventional therapy related to ADL that the patients receive. And, probably, one should be to propose a pairwise analysis comparing a patient in the intervention group with the most similar patient in the control group in terms of the level and severity of their lesion and functional characteristics.
# Model Updating Using Frequency Response Functions Based on Sherman-Morrison Formula
## 4 Case Study
### Solar Wing  
In this section, the FE model of solar wing is used for model updating to verify the feasibility of the model updating method using FRFs based on Sherman-Morrison formula.
# Semi-Supervised Learning Matting Algorithm Based on Semantic Consistency of Trimaps
## 3 Methodology
### Results on Real-World Images  
We also evaluated Tri-SSL on the real-world natural image test set AIM-500 [36] to measure its generalization performance on real-world images. Figure 6 shows some prediction results on real-world images, including different types of images such as plants, animal fur, flames, semi-transparent ice cubes, and spider webs. Tri-SSL generated high-quality alpha masks for these images, demonstrating good generalization ability and robustness.  
\begin{table}
\begin{tabular}{l l l l l l} \hline \hline
**Test Set** & & \multicolumn{2}{c}{\(\begin{array}{l}\text{{MSE}}\downarrow\\ \text{{(1\times 10^{-3})}}\end{array}\)} & \multicolumn{2}{c}{\(\begin{array}{l}\text{{SAD}}\downarrow\\ \text{{Grad}}\downarrow\\ \end{array}\)} & \multicolumn{2}{c}{\(\begin{array}{l}\text{{Grand}}\downarrow\\ \end{array}\)} & \multicolumn{2}{c}{\(\begin{array}{l}\text{{Conn}}\downarrow\\ \end{array}\)} \\ \hline \multirow{3}{*}{Composition-1k} & ELGT + Tri-SSL & **3.58** & **22.63** & **8.14** & **19.19** \\  & Gran\_Ablation & 3.74 & 23.03 & 8.33 & 19.70 \\  & Loss\_Ablation & 3.64 & 22.74 & 8.21 & 19.27 \\ \hline \multirow{3}{*}{Distinction-646} & ELGT + Tri-SSL & 8.16 & 23.61 & 19.22 & 19.23 \\  & Gran\_Ablation & 7.95 & 23.35 & 13.11 & 19.18 \\  & Loss\_Ablation & 7.94 & 23.88 & 12.93 & 19.14 \\ \hline \multirow{3}{*}{AIM-500} & ELGT + Tri-SSL & 11.47 & 14.45 & 12.20 & 10.62 \\  & Gran\_Ablation & 13.99 & 18.60 & 11.12 & 11.36 \\ \cline{1-1}  & Loss\_Ablation & 10.97 & 14.24 & 11.05 & 10.47 \\ \hline \end{tabular}
\end{table}
Table 5: The results of ablation experiments based on the ELGT on various test sets. The \(\downarrow\) indicates that the lower the value, the better.
# Train Scheduling with Deep Q-Network: A Feasibility Test
## 4 The Proposed Method  
The basic idea of the proposed method is to decompose a given instance of scheduling problem and then solve each subproblem separately. The solution of the problem is obtained simply by merging the solutions of subproblems.  
In a typical daily schedule of metro, a number of local trains are arranged between two consecutive express trains. For example, in Seoul metro, 2-3 local trains are serviced between two express trains at peak times, while there are 4-5 local trains at non-peak times. The particular pattern of trains is determined by the sequence of local and express trains, for example, \((L,L,E,L,L,L,E,L,E)\) is a service pattern of 7 local trains and 3 express trains where \(L\) and \(E\) denote the normal and rapid trains, respectively.  
The decomposition is based on the service pattern of the trains given as \(\pi\). Each subproblem consists of a single express train and its preceding local trains. Thus, for example, if a service pattern is \((L,L,E,L,L,E,L,L,E)\), we obtain three subproblems, \((L,L,E)\), \((L,L,L,E)\), and \((L,L,E)\). Note that according to the service pattern \(\pi\), we can order the subproblems. Let us consider the \(i\)th subproblem. By the operational environment (E4), the last local train in the \(i\)th subproblem cannot overtake the first local train in the \((i+1)\)th subproblem. Moreover, the express train in the \(i\)th subproblem usually moves faster than any local trains; the first local train in the \((i+1)\)th subproblem also cannot overtake the express train in the \(i\)th subproblem. Thus, if we assume that the express train in the \(i\)th subproblem cannot overtake any local trains in the \((i-1)\)th subproblem, subproblems can be assumed to be independent to each other. Therefore, in the remaining part of this section we focus on the method to solve the subproblem.
## 5 Conclusions
The research is partially funded by the \"Assessment of Seismic, Fire and Flood hazard in Attica Region\" project, signed by the administrative region of Attica, the National Observatory of Athens (NOA), and the National and Kapodistrian University of Athens (NKUA; Athens, Greece) (Special Account for Research Grants of NKUA, project code: 17531). Not applicable. **Data Availability Statement:** Publicly available datasets were analyzed in this study. The ESHM13 and ESHM20 area sources can be found here: [[http://hazard.efehr.org/en/home/](http://hazard.efehr.org/en/home/)]([http://hazard.efehr.org/en/home/](http://hazard.efehr.org/en/home/)), accessed on 27 March 2023. In accordance with the earthquake catalogue, the earthquakes for the period of 1900-2009 were adopted from [PERSON] et al. [4]. For the temporal expansion (2010-2019) of the catalogue, the reviewed events from International Sestomological Centre ([[http://www.isc.ac.uk/iscbulletin/search/bulletin/](http://www.isc.ac.uk/iscbulletin/search/bulletin/)]([http://www.isc.ac.uk/iscbulletin/search/bulletin/](http://www.isc.ac.uk/iscbulletin/search/bulletin/)), accessed on 27 March 2023) were used. Data utilized for the GMPE ranking were retrieved from the European Strong Motion database ([[https://esm-db.eu/#/home](https://esm-db.eu/#/home)]([https://esm-db.eu/#/home](https://esm-db.eu/#/home)), accessed on 27 March 2023). We express our gratitude to the three anonymous reviewers for their constructive comments that helped improve the manuscript, as well as to the editor and the guest editors for providing us with the opportunity to publish this study. The authors would like to thank the personnel of the Hellenic Unified Seismological Network ([[http://eida.gein.noa.gr/](http://eida.gein.noa.gr/)]([http://eida.gein.noa.gr/](http://eida.gein.noa.gr/)), accessed on 27 March 2023) for the installation and operation of the seismological stations used in the GMPE ranking system. Figure 1 was drawn using the Generic Mapping Tools (GMT) 4 software [100]. Grapher version 15 ([[http://www.GoldenSoftware.com](http://www.GoldenSoftware.com)]([http://www.GoldenSoftware.com](http://www.GoldenSoftware.com)), accessed on 27 March 2023) was used for some of the figures. Figures 3-6 were created using the ArcGIS Pro version 3.1.0 [101].
## 3 Test Results and Analysis
### Analysis of Influencing Factors and Failure Characteristics of Shear Strength
#### 3.2.3 Effect of Undulating Height on Shear Strength  
As can be seen from Figure 8, under the condition that the normal stress is 3 MPa, the shear peak and residual strength of the rock discontinuity increase approximately linearly with the increase of the undulating height. When the undulating height increases from 6 mm to 10 mm, the shear peak value increases from 4.47 MPa to 6.34 MPa, and the residual strength increases from 1.35 MPa to 6.33 MPa. Meanwhile, the peak shear displacement of rock discontinuity increases with the increase of undulating height. When the undulating height increases from 6 mm to 10 mm, the peak shear displacement increases from 0.523 mm to 0.62 mm. However, the peak shear displacements at 8 mm and 10 mm undulating heights are almost equal, indicating that the peak shear displacements of rock discontinuity show little change when the sawtooth reaches a certain undulating height.  
Figure 8: Shear strength curves under the influence of different undulating heights.  
Figure 7: Shear strength curves under the influence of different undulating angles.
## 3 Results and Discussion
### Results
#### 3.4.3 Network Transit Time  
The network transit time is the time that packets need to go from their source to their destination through the intermediate nodes. For this parameter, instead of offering just the average value, which could hide relevant variations in the service offered to different packets, we have considered it of importance to offer also the percentile value (specifically, the 95 th percentile was chosen). On the other hand, to show the existing differences depending on the specific location of each node with respect to the data concentrator, the results are provided separately for the nodes that were in the best and worst situation, that is for the nearest node and for the farthest node to the data concentrator.  
Figure 9 compares the average and the 95 th percentile values for the HWMP and MPC-HWMP cases, when the network is working under load conditions NL2. For each traffic type, the graph on the left side shows the averaged values considering all the network nodes, the graph on the center shows the values considering only the nearest node to the data concentrator, and the graph on the right side takes into account only the values obtained for the farthest node. The general tendency of these time values should be to grow as the network size is increased, and it can be observed that network transit times were smaller when the proposed MPC-HWMP was used. However, paying more attention to the particular cases, some details have to be discussed. First, it can be observed that in an extreme congestion situation and with the basic HWMP protocol, the transit time values shown for the farthest node became smaller instead of greater when the network size was incremented (this also occurred, although to a lesser extent, for other nodes and with NL1 load conditions). This is due to the fact that the vast majority of packets were being lost (remember that the PDR was practically zero), so that only the values of the few packets that arrived correctly were taken into account. These packets have found the network in an instantaneous (and transitory) low load situation, and therefore, its transit time was small. However, looking at the MPC-HWMP protocol, where a significantly greater number of packets were transmitted correctly, the value of the network transit time grew with the number of nodes, as expected. Here, we have an exception again, since for Traffic 4 (lowest priority), the high amount of losses (see Figure 7) caused the same effect as for the HWMP protocol.  
On the other hand, looking at the nearest node, the growth in the value of the transit time as the network size was increased was smoother because this node in particular was affected much less by the increase of the network size. For all cases, it can be observed that the best performance in terms of transit time was obtained with MPC-HWMP.
# Sustainable Concrete with Recycled Aggregate from Plastic Waste: Physical-Mechanical Behavior
## 3 Results
This can be attributed to a possible impermeable layer formed by the TP on the surface of the new concrete, which could be beneficial in terms of durability or in concretes that require high impermeability. However, as there is no comparison of this type of RPA with other similar ones in the literature, it is necessary to replicate these studies with larger quantities of test specimens, perform statistical analysis, or develop a methodology adapted to this type of aggregate. Figure 8: Losses/gains in compressive/flexural strength with respect to CON. PET mixtures showed lower absorption and porosity (Figure 10) compared to the conventional mixture when up to 10% was used. As the replacement percentage increased, the absorption and porosity tended to rise (compared to the PET mixes, not the CON), with the maximum value reported for PE14 being 2% more porous and absorbent than the CON mixture. This is in agreement with previous studies that have found that absorption and porosity increased as the proportion of sand replaced with RPA increased. This is attributed to the fact that natural aggregates and plastic do not combine sufficiently in the cementitious matrix and, therefore, the concrete becomes porous [68]. The presence of these pores usually results in decreases in the compressive strength and the unit weight of composite concretes [66]. Despite this trend, this study's absorption and porosity values remained similar. The low replacement contents and the similar granulometric curves between the natural and recycled aggregates explain this. Therefore, if RPA is adequately bonded to the cementitious matrix, it could be an excellent substitute for natural sand up to specific replacement percentages. Some studies for CRPAs have performed thermal [17; 47] or chemical [65] treatments, achieving better contact between the particles and the cement paste [17; 47] and increasing the roughness on the surface, which increases the adhesion strength of the RPAs with the cementitious matrix [65]. This could reduce this problem and allow for a higher percentage of RPA replacement. Regarding the dry and wet densities of the PET specimens (Figure 10), a loss of less than 3% was observed for all mixtures; previous studies have reported decreases in density when RPAs were used [13; 15]. The results showing slight losses in density are consistent with the results of the compressive and flexural strength (Figure 10), which show that the incorporation of RPAs did not lead to significant changes in the basic physical and mechanical properties of the concrete. In fact, an even better arrangement of particles is expected, due to a slight decrease in porosity in the PE5 and PE9 mixtures. Figure 9: Rebound index in conventional, PE, and TP mixtures.
# Operationalizing Dyadic Urban Traffic Interaction Studies: From Theory to Practice
## 4 Results: Aspects of Traffic Interaction Study Design Warranting Trade-Offs
### Interaction Approach: Vignettes vs. Drives
However, if it is crucial to get as accurate and detailed a feedback on an interaction immediately or soon after it has taken place, the vignette approach is ideal. * _Interaction Time vs. Interrogation Depth:_ The more time spent interrogating participants, the less time is available for actual interaction scenarios. This trade-off is particularly acute in studies with limited time resources. Extensive questioning can exhaust the time that could otherwise be used to run additional scenarios or explore different interactions. However, if it is important that participants experience an uninterrupted and immersive experience in the world to spend time tackling different kinds of interaction, a long drive setup is ideal. * _Comprehensiveness vs. Participant Burden:_ Extensive (and repetitive) questioning can provide more comprehensive insights but may also place a greater cognitive or emotional burden on participants, potentially affecting their performance and the quality of the data collected. In lengthy traffic interaction studies, participants might experience boredom, simulator sickness, or wish to quit early. Particularly when recruitment costs are high, vignettes offer a solution by allowing researchers to salvage partial data from interactions already completed if a participant withdraws. This approach maintains data integrity and usability, which is not feasible with continuous long drives. Therefore, choosing between vignettes and long drives should consider the risk of participant withdrawal and the importance of preserving partial data. These factors are captured in Figure 3, and the flowchart in Figure 4 guides the determination of whether a Vignette or Long Drive setup if ideal for a study. This also has direct influence on the measures used for the study, as we elaborate in the next section.
## 3 Results and Discussion
### Retrofitted Joints
#### 3.2.1 Joint T1 (Chord Ovalization)  
The chord ovalization happens by local deformation of the chord in the interface of the chord and the brace under brace compressive load. The before- and post-buckling axial load-displacement curve of the T1 joint in the non-retrofitted state considering large deformation is shown in Figure 5. The joint behaves linearly until the buckling point where the negative slope occurs. This is the main buckling part that is studied here. By increasing the displacement, a hardening section is started until the ultimate load bearing capacity of the joint is reached; after that, it undergoes softening until the failure.  
In order to increase the critical load in the chord ovalization buckling mode, the FRP patches were wrapped just around the chord of the T1 joint, utilizing various numbers of plies and layer distributions. The obtained axial load-deformation curves are compared in Figure 6. In Figure 6a, the 4-layer FRP wrapping increases the critical buckling load of the joint. The best performance belongs to the ply distributions of (0/90)s and (0/0)s. In the 0\({}^{\circ}\) orientation, the fiber directions are in the chord circumferential direction, while for the 90\({}^{\circ}\) orientation, the fibers are in the chord longitudinal axis direction. In this way, the FRP wrapping moderates the ovalizing and flexural deformation of the chord. The lowest increase belongs to the (90/90)s distribution in which all fibers are oriented along the chord axis.  
\begin{table}
\begin{tabular}{c c c c c c c} \hline \hline
**Joint Name** & \(I\)**(mm)** & \(L\)**(mm)** & \(d\)**(mm)** & \(D\)**(mm)** & \(t\)**(mm)** & \(T\)**(mm)** & **Buckling Mode** \\ \hline T1 & 400 & 600 & 121 & 159 & 4.5 & 4.5 & Chord ovalization \\ \hline T2 & 1000 & 600 & 140 & 159 & 9 & 15 & Brace overall buckling \\ \hline T3 & 400 & 600 & 140 & 159 & 2.5 & 10 & Brace local buckling \\ \hline \hline \end{tabular}
\end{table}
Table 4: The properties of the selected CHS T-joints for retrofitting.  
Figure 5: The axial load-displacement curve of the T1 joint (the chord ovalization buckling mode) considering large deformation.  
The effect of the number of plies was investigated by the use of 4, 8, 10, and 12 plies with (0/90)s distribution. The same buckling mode was observed for the retrofitted joint; the critical buckling load increased about 14% for 4 plies, and up to 30% for 12 plies. More layers cause additional increase in the critical buckling load.  
The critical composite failure of the FRP patches controlling the chord ovalization buckling mode is the matrix tension as shown in Figure 7. Under this buckling mode, the failure of composite initiates and propagates around the hoop line on both sides of the chord. These regions are critical for the fiber tension failure as well.
# Visual Tracking Control of Cable-Driven Hyper-Redundant Snake-Like Manipulator
## 2 Implementation of Tracking Component
### Multi-Channel Features  
Pixel data are the original form of \(x\) as shown in Equation (3). However, the DCF approach has recently been extended to multidimensional feature representations based on various feature operators for several applications [22]. It means that \(x\) consists of some d-dimensional feature vector \(f(n)\in R^{d}\) shaped as a rectangular, and the filter \(w\) also has a third dimension d. Therefore, Equation (3) is modified by summing over all the channels in the Fourier domain:  
\[\hat{w}_{l}=\frac{\hat{x}_{l}\odot\hat{y}}{\sum_{k=1}^{d}\hat{x}_{k}^{*}\odot \hat{x}_{k}+\lambda}\qquad l=1,2,3\ldots d \tag{4}\]  
we can calculate the Hadamard product separately for every feature channel and concatenate them by channels to obtain a 3-dimensional filter. As the literature [28] did, we consider two widely used features in visual tasks besides the grayscale pixel of the original sample and select one suited for the working circumstances and the images' quality in the experimental validation stage. HOG (Histogram of Gradient) extracts the gradient information from a region of pixels and counts the discrete orientation to form the histogram. HOG has been confirmed that it is sensitive to the variation of appearance between target and background [29]. CN (Color-Naming) is a perspective space which abstracts the color attributes of objects but is more similar to human sense than RGB space [28]. HOG takes more attention to the edge of objects and CN emphasis on the color information.