esa-sceva/satcom-chunk-collection huggingface dataset:
# A Blockchain Solution for the Internet of Vehicles with Better Filtering and Adaptive Capabilities
## 4 Gradually Accelerating Environment Adaptive Consensus Algorithm
### Node Trust Management Model Based on Gradual Acceleration Mechanism  
#### 4.1.1 About the Learning Rate  
In deep learning, the concept of the learning rate comes from model training in the gradient descent method, which is the basic optimization algorithm for training deep neural networks. It minimizes the loss function by updating parameters to achieve model learning and optimization.  
The gradient descent iteration formula is as follows:  
\[\Theta^{n+1}=\Theta^{n}-\alpha_{learn}*\frac{\partial J(\theta)}{\partial \theta}, \tag{1}\]  
where \(\Theta^{n+1}\) and \(\Theta^{n}\) denote the model parameters to be optimized at the (\(n+1\))th and \(n\)th training batches, respectively; \(\alpha_{learn}\) represents the learning rate (or step size), and \(J(\theta)\) is the loss function. The choice of learning rate \(\alpha_{learn}\) determines the convergence speed of model training. When \(\alpha_{learn}\) is too low, the loss function value will decrease slowly each iteration, which will extend the training time and bring additional performance overhead. Only when the learning rate increases to a suitable value will model training be faster and perform better. The decline rate of the loss function under different learning rates is shown in Figure 3. Many variant optimization algorithms have been proposed, such as RMSprop (historical gradient mean), Adam (adaptive moment estimation), and Mini-batch Gradient Descent.  
Figure 3: Model training speed under different learning rates.  
Figure 2: Consensus process of AE-PBFT algorithm.  
Inspired by the concept of learning rate, we have improved the traditional trust value model of IoV. To address the problems in quickly identifying malicious vehicles and screening consensus vehicles, we propose a model that uses a gradually accelerating method to expose trusted and malicious vehicles. We introduce its basic principles and implementation methods.
## 4 Discussion
### Economic Analysis
If it is assumed that this application is expanded on a commercial scale, the payback period will be reduced. Even if the same tubes are used, the pieces of fresh fruits that can be applied are almost 40 on the available surface. That means that the net profit value per tube and year in the case of bananas will be 2.932 \(\upmu\). So, in this case, the P.B period falls to 0.95 years. Following the same rationale, the potato net profit value per tube and year will be 104.2 \(\upmu\). In this case, the P.P period is 0.2 years. On a commercial scale, other costs, such as labor, insurance, tax, etc., should be included so the upper values might be decreased. However, the diameter of the tube could be larger than the one examined in the prototype case. So, more surfaces could be used as drying surfaces. However, this detailed analysis is beyond the scope of this study. Comparing the upper values with similar case studies such as C.S.1 and C.S.4, it seems that the banana case is far from the payback period of similar small-scale solar dryers (7.5 years to 1.1 years in C.S.1), while for the potato case it seems that the payback period (1.67 years) is close to the one calculated in C.S.4 (2.4 years). In C.S 4, more cost parameters were included, so the P.B period of the examined case study would be probably increased and be closer to the values of C.S.4. In general, the P.B period analysis of the examined system as calculated is indicative in order to have an orientation of the economic viability of the system.
# A Carbon Benefits-Based Signal Control Method in a Connected Environment
###### Abstract  
This study proposes an innovative carbon benefits-based signal control method for connected vehicle (CV) environments, aiming to reduce carbon emissions at urban intersections. By integrating a Carbon Inclusion Mechanism (CIM), the proposed approach offers carbon rewards to vehicles adhering to speed guidance. The method exhibits the following features: (i) higher ceiling of carbon emissions reduction at signal control intersection; (ii) higher compliance rate (CR) of vehicles by taking advantage of carbon economic incentives; (iii) a method for calculating carbon emissions reduction at the intersection. To validate the effectiveness, performance evaluations of emissions, stop frequencies, and delays were conducted through microscopic simulation. Sensitivity analysis encompassed various traffic demands, different CRs of carbon-benefit connected vehicles (CBCVs), and unbalanced traffic demand. The results demonstrated that the proposed method excels in reducing traffic emissions, stop frequencies, and delays. Specifically, carbon emissions were reduced by 5.24% to 17.60%, stop frequencies decreased by 14.8% to 75.4%, and delays were reduced by 22.82% to 52.62%. By utilizing connected vehicle technology and CIM, this study contributes to sustainable urban traffic management, laying a foundation for future research and the practical implementation of emission reduction strategies.  
carbon inclusion mechanism; signal control; connected vehicle; carbon emissions reduction; bi-level model; speed guidance +
Footnote †: journal: _sciences_  
0
Footnote 0: _Applied_
# Finite Difference Algorithm on Non-Uniform Meshes for Modeling 2D Magnetotelluric Responses
## 5 Conclusions  
The finite difference method with non-uniform meshes has been adapted to simulate the 2D magnetotelluric responses. We presented the calculation formula of this approach from the boundary value problem of electromagnetic fields. In the first investigation, the benchmark of a finite-difference algorithm was tested by a homogeneous half-space model and the approach of non-uniform meshes can provide very good accuracy for 2D magnetotelluric modeling. Compared to the analytical solutions for a 1D geo-electric model, the relative errors of the apparent resistivity and the impedance phase were both increased when the frequency was increased. Meanwhile, the relative errors were reduced when the mesh size was reduced. The reason can be attributed to the accuracy of the FD calculation for the apparent resistivity and the impedance phase depends on the vertical grid spacing size of the near-surface. Furthermore, we presented the COMMEMI 2D-0 model in comparison to results derived by the FE calculation. Both results are in close agreement to each other. These comparisons demonstrate that our FD algorithm can be valid and reliable.  
[PERSON] and [PERSON] conceived and designed the proposed approach; [PERSON] complied the programming; [PERSON] wrote the manuscript; [PERSON] and [PERSON] revised the manuscript. [PERSON], [PERSON] and [PERSON] approved the final version.  
This research was supported by National Natural Science Foundation of China grant (41674080) and Higher School Doctor Subject Special Scientific Research Foundation grant (20110162120064).  
**Acknowledgments:** The authors would like to thank the anonymous reviewers and editors for their helpful comments and improving the manuscript.  
**Conflicts of Interest:** The authors declare no conflict of interest.  
Figure 6: Comparison of FD solution and FE solution for the COMMEMI 2D-0 model. The upper figure displays the apparent resistivity of TM-mode, the lower figure represents the TE-mode.
## 4 Performance Evaluation  
### Simulation Setup  
In order to evaluate the performance, we make use of the MATLAB tool 9.14.0 [18] adopting the UMi-Street Canyon scenario in [19; 20; 21], including system parameters and channel models mainly recommended for FR1, FR2, and FR3 therein. In detail, loss of noise figure is set to 7 dB and thermal noise power spectral density is set to \(-174\) dBm/Hz. Total fading margin and cable and implementation losses are also set to be 20 dB. The main system parameters, which are used in our performance evaluation, are summarized in Table 1.  
Figure 2 shows an example of deployment with TPs in UMi-Street Canyon environment, where four TPs operating in FR1, six TPs operating in FR2, and eight TPs operating in FR3 are considered at 3 m height. We also consider 16 and 32 service beams operating in FR2 and FR3, respectively. Each beam for TPs operating in FR2 and FR3 is generated by 16 and 32 antenna elements and the half power beamwidth of each beam is set to be \(4.0625^{\circ}\) and \(2.0312^{\circ}\), respectively (derived from [22]). Boresights of serving beams are evenly distributed in accordance with the number of concurrent serving beams within \(\pm 30^{\circ}\). The number of scheduled users is served at most one TP operating in FR1 or a single beam of TP operating in FR2 or FR3, in other words, the TP or the TP's beam with the maximum value of SINR of user \(k\). We also consider only one TP regardless of the number of serving beams that is selected for simplicity. In the network, users are deployed in the  
random position at 1.5 m height within each TP (or cell) coverage for FR1 or TP's beam coverage for FR2 and FR3. Each user selects the TPs according to the Algorithm 1. In addition, each user moves randomly in the possible area with the velocity \(v=5\) m/s.  
We also consider the time to change TP within FR and across FR as well as the time to change the serving beam according to the time defined in [23,24]. The time to change TP within FR and the time to change TP across FR are set to 7 in a unit of TTI and 37 in a unit of TTI, respectively, where TTI is assumed to be 0.5 ms in the simulation. In addition, we also set the time to change the serving beam within the same TP to 1 in unit of TTI.
###### Abstract  
Subwavelength cells of metallic nanorods arrayed in a dielectric background, termed \"metamaterials\", present bulk properties that are useful to control and manipulate surface plasmon resonances. Such feature finds tremendous potential in providing a broad manifold of applications for plasmonic optical sensors. In this paper, we propose a surface-plasmon-resonance-based sensor with spectral response tunable by the volume fraction of silver present in a metamaterial layer deposited on a D-shaped photonic crystal fiber. Using computational simulations, we show that sensitivity and resolution can be hugely altered by changing the amount of constituents in the metamaterial, with no further modifications in the structure of the sensor. Moreover, the designed sensor can also be applied to label the average volume fraction of silver in the metamaterial layer and then to estimate its effective constitutive parameters.  
surface plasmon resonance; photonic crystal D-shaped fiber; refractive index sensor; metamaterial; tunable sensor +
Footnote †: journal: Applied Sciences
# Development and Operation of Track Condition Monitoring System Using In-Service Train
## 5 Improvement in Train Position Accuracy Based on Yaw Angular Velocity
### Position Correction Results and Track Condition Monitoring Results
#### 5.5.2 Overview of Field Test  
In this study, we conducted a correction at two points in the section between stations at 1040 [m]. Figure 12 shows a satellite image of the section between the stations. We evaluated the car-body vertical acceleration of an inbound train operating from station B to station A. The yellow and red points in Figure 12 indicate the positions of the end of the transition curve (ETC) and the beginning of the transition curve (BTC) used for correction, respectively; the curvature radii of the curves were \(R=360\) [m] and \(R=310\) [m], respectively, and the curve lengths were 245 and 432 [m], respectively, in the order of their proximities to station B. The statistical evaluation method for the position correction effect was implemented using the entire dataset for 130 trials.
## 1 Introduction  
Chemical anchors with steel elements are frequently used to connect structural elements to masonry. Several applications, such as fixing a steel corbel to a masonry wall, improving the connection between two perpendicular masonry walls, connecting a (timber or RC or steel or composite) floor or roof to masonry walls, etc., require the installation of anchors to masonry. In earthquake-prone areas, anchors are expected to be subjected either to repeated or cyclic loading (tension, shear, or both) and they should be adequately designed to sustain those actions.  
The topic is quite complex for several reasons: Masonry is a general term including a vast variety of constituent materials and construction typologies. Furthermore, the bearing capacity of an anchor depends on numerous parameters, namely, the location of the anchor (masnory unit, bed, or vertical mortar joint), its diameter and embedment depth, its distance from adjacent anchors and from the edges of the element, the type of loading and the loading history and, of course, on whether there are cracks occurring due to a seismic event in the vicinity of an anchor or crossing the anchor location.  
Therefore, it is quite understandable that one cannot find in current codes rules of general applicability for the design of post-installed anchors to masonry. Thus, e.g., TR54 [1] requires specific basic data for anchors to masonry elements made of each specific brick and masonry mortar, via qualification following a European Assessment Documents (EAD). It is noted that an EAD was recently issued [2] covering the case of metal injection anchors embedded in solid brick masonry under seismic conditions. In this technical document, laboratory test procedures are defined for the determination of the resistances, in tension and shear, of anchors installed in masonry members that are subject to seismic loading. These include anchor tests under pulsating tension or alternating shear load in cracked masonry substrate for the simulation of seismic actions and the evaluation of the performance corresponding to the specific type of anchor and masonry substrate tested.  
To contribute to this field and, indeed, to the development of adequate specifications, e.g., the above-mentioned EAD, an experimental campaign was planned and executed at the Laboratory of Reinforced Concrete, National Technical University of Athens (NTUA). The presentation of this experimental campaign, counting more than three hundred tests up to now, is articulated in a series of papers. The current paper focuses on the behavior of single metal injection anchors (thread size: M12; embedment length: 100 mm) installed in solid clay brick masonry and subjected to tension loading, either monotonic or repeated. It is noted that the NTUA research comprises the investigation of further significant parameters for anchors in tension, e.g., the embedment depth of anchors, while the shear behavior (monotonic and cyclic) of injection anchors is also investigated. This extensive and systematic work will be completed with guidelines for the design of injected anchors under monotonic and cyclic conditions.
## 6 Conclusions  
The application of the EV charging load management method does not only help to reduce the huge impact on the grid caused by uncoordinated charging characteristic and choice of large-scale EVs, but also improves the operation efficiency of the power system, as well as the service quality. Meanwhile, reasonable charging price is the fundamental driving force for users to participate in the dispatching of electricity grid effectively, as EVs are taking a greater share in the vehicle market. This paper proposes a dynamic time-of-use pricing strategy for EV charging, fully considering the individual driving characteristics and satisfaction degree of EV users, which aims to achieve the goal of friendly charging for the micro-grid.  
Through the numerical stimulation results, the dynamic time-of-use charging price, obtained according to the information from the driving demands, users' preferences, and the balance of supply and demand of the micro-grid, can effectively guide EV users to transfer charging load, and improve the operational independence and economy of the micro-grid. Meanwhile, it has been demonstrated that significant financial benefits are offered to the participants, and the cost of EV utilization and the operational cost of the electricity grid are decreased by this strategy. The research of the dynamic  
Figure 9: The impact of three types preferences on the dispatching results of the micro-grid.  
time-of-use pricing strategy put forward in this paper provides the foundation for the formulation of EV charging price. In the subsequent work, we will verify the effectiveness of the dynamic pricing strategy proposed in this paper through experiments. Additionally, we will further study the influence of EV users' interest on the amount of discharge energy, and develop a scheme to guide the discharging process of EV users.  
Conceptualization, Q.Z. and Y.H.; methodology, Y.H. and W.T.; software, Y.H.; validation, Y.H., W.T. and C.L.; formal analysis, Q.Z.; investigation, Z.D.; resources, W.T.; data curation, C.L.; writing--original draft preparation, Y.H.; writing--review and editing, Q.Z.; visualization, Z.D.; supervision, C.L.; project administration, W.T.; funding acquisition, Q.Z. 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 (51507022).  
The authors declare no conflict of interest.  
\begin{table}
\begin{tabular}{c c} \hline \hline
**Period** & **Price/(Yuan/kWh)** \\ \hline Valley periods (0:00–07:00) & 0.39 \\ Normal periods (07:00–10:00, 15:00–19:00, 21:00–24:00) & 0.69 \\ Peak periods (10:00–15:00, 19:00–21:00) & 1.00 \\ \hline \hline \end{tabular}
\end{table}
Table 10: Daily load of the micro-grid.
# Study on the Damage Process and Numerical Simulation of Tunnel Excavation in Water-Rich Soft Rock
## 2 Staged Softening Process of Water-Rich Soft Surrounding Rock Based on Tunneling
### Evolution Equation of Damage Variables Considering Dual Softening Coupling
#### 3.1.2 Water-Softening Damage in Compression Shear  
Referring to the work of [PERSON] [62], [PERSON] et al. [66], it is found that the damage variable is linearly related to the equivalent plastic strain in the surrounding rock after yielding under compression shear. In this paper, the equivalent plastic strain \(\overline{\varepsilon}^{p}\) is taken as the softening parameter and the compression shear damage variable \(D_{c}\) can be expressed as:  
\[D_{c}=\left\{\begin{array}{cc}D_{m}\frac{\overline{\varepsilon}^{p}}{ \varepsilon_{t}^{p}}&0\leq\overline{\varepsilon}^{p}<\overline{\varepsilon} ^{p}\\ D_{m}&\overline{\varepsilon}^{p}\geq\overline{\varepsilon}^{p}\end{array}\right. \tag{16}\]  
where, \(\overline{\varepsilon}^{p}\) is the equivalent plastic strain, the expression of which is:  
\[\overline{\varepsilon}^{p}=\sqrt{\frac{2}{3}\varepsilon_{i}^{p}\varepsilon _{ij}^{p}}=\frac{\sqrt{2}}{3}\sqrt{\left(\varepsilon_{1}^{p}-\varepsilon_{2 }^{p}\right)^{2}+\left(\varepsilon_{1}^{p}-\varepsilon_{3}^{p}\right)^{2}+ \left(\varepsilon_{2}^{p}-\varepsilon_{3}^{p}\right)^{2}} \tag{17}\]  
where, \(\varepsilon_{1}^{p},\ \varepsilon_{2}^{p},\ \varepsilon_{3}^{p}\) are the three principal strain components of plastic strain, respectively. \(\overline{\varepsilon}^{p}\) is the equivalent plastic strain when rock reaches the residual strength, obtained from the test. \(D_{m}\) is the damage value when rock reaches the residual stage.  
Considering the coupling of compression shear and water-softening effects, the compression shear damage variable \(D_{c12}\) is derived:  
\[D_{c12}=D_{c1}+D_{c2}-D_{c1}D_{c2}=\left\{\begin{array}{cc}(D_{m1}+D_{m2}) \frac{\overline{\varepsilon}^{p}}{\varepsilon_{t}^{p}}-D_{m1}D_{m2}\frac{( \overline{\varepsilon}^{p})^{2}}{(\overline{\varepsilon}^{p})^{2}}&0\leq \overline{\varepsilon}^{p}<\overline{\varepsilon}^{p}\\ D_{m1}+D_{m2}-D_{m1}D_{m2}&\overline{\varepsilon}^{p}\geq\overline{ \varepsilon}^{p}\end{array}\right. \tag{18}\]  
where, \(D_{c1}\), \(D_{c2}\) and \(D_{c12}\) are the compression shear damage variable of rock caused by unloading softening, water-softening, and the coupling of unloading and water-softening, respectively; \(D_{m1}\) and \(D_{m2}\) are the maximum damage variable of rock under unloading softening and water-softening, separately; \(\overline{\varepsilon}^{p}\) is the equivalent plastic strain of rock, and \(\overline{\varepsilon}_{\overline{r}}^{p}\) is the equivalent plastic strain when rock reaches the residual strength.
## 3 Test Results and Discussion
### Compressive Strength  
Figure 14 shows the strength development of the mortar specimens, PC and LC\({}^{3}\) (MFN, BFN, and EXW). The PC mortar has higher compressive strength than the LC\({}^{3}\) mortar. The LC\({}^{3}\) mortar only achieved 63%, 59%, and 73% of the strength of the PC mortar at 28 days. Previous studies [6; 7; 9; 10] showed that calcined clay with at least 40% kaolinite content could achieve similar strength as OPC. This is not the case in the current study, as the cement type already contained limestone (Suretech CEM II/A-L 52.5 N in Table 6). Therefore, the equivalent contents in the LC\({}^{3}\) are estimated as 40% clinker, 30% calcined clay, 22.5% limestone, and 5% gypsum instead of 50% clinker, 30% calcined clay, 15% limestone, and 5% gypsum stated in previous studies [6; 7; 9; 10]. The compressive strength of the LC\({}^{3}\) mortars normalised by the clinker fraction yields 37, 35, and 43 MPa for MFN, BFN, and EXW, respectively, at 28 days. The normalised strength results show that South African clay with kaolinite content above 40% can achieve similar strength to PC and, therefore, is viable for the industrial production of LC\({}^{3}\) binder intended for structural concrete (40 MPa designed strength in the case of this study). This shows that efforts must be taken to use pure clinker rather than commercially available Portland cement in South Africa. For on-site implementation, it is recommended that the intrinsic content of limestone and gypsum in commercially available PC should be considered to achieve equivalent 30% limestone and 5% gypsum that guarantee similar strength to the OPC.  
Figure 13: Percentage porosity of the mortar at 28 days.  
Efforts were taken in the current study to maximise the physico-chemical interaction of the limestone and calcined clay with PC by ensuring higher or similar fineness to that of the PC. The hydration and microstructure mineralogy and porosity results of the clay mortars justify this approach, but the obtained strength of the LC\({}^{3}\) mortar is less than that of the PC due to the reduced effective clinker content and increased effective limestone and gypsum contents. Further research is required to optimise the binder to ensure satisfactory early strength. The long-term strength of the mortars (PC and LC3) is expected to be similar, as already shown by other studies. The LC\({}^{3}\) mortar specimens tend to have similar strength at 3 and 7 curing ages, while the influence of the kaolinite content becomes evident at 28 days of age. It is envisaged that the increased effective content of the gypsum caused the similarly reduced early strength of the LC\({}^{3}\) mortar. EXW mortar, with the highest kaolinite content, has the highest strength of the three clay samples at 28 days. Likewise, higher Portlandite consumption (obtained from the mineralogy results) allowed higher strength to be obtained.