esa-sceva/satcom-chunk-collection huggingface dataset:
## 8 Conclusions  
The past few years have witnessed a lot of attention on routing for wireless sensor networks and introduced unique challenges compared to traditional data routing in wired networks. Routing in sensor networks is a new area of research. Since sensor networks are designed for specific applications, designing efficient routing protocols for sensor networks is very important. In our work, first we have gone through a comprehensive survey of routing techniques in wireless sensor networks. The routing techniques are classified as proactive, reactive and hybrid, based on their mode of functioning and type of target applications. Further, these are classified as direct communication, flat and clustering protocols, according to the participating style of nodes. Again depending on the network structure, these are categorized as hierarchical, data centric and location based. In this document we have discussed eight routing protocols and their comprehensive survey in Section 2. These eight protocols are LEACH, TEEN, APTEEN, PEGASIS, SPIN, DD, RR and GEAR. Since the sensor networks are application specific, we can't say any particular protocol is better than other. We can compare these protocols with respect to some parameters only. Future perspectives of this work are focused towards modifying one of the above routing protocols such that the modified protocol could minimize more energy for the entire system.
# Central and Periodic Multi-Scale Discrete Radon Transforms
## 5 Results and Discussion
### Comparison of Central and Periodic DRT  
Figure 16 shows the output of conventional, central, and periodic DRTs, when fed with the image containing two black circles on a white background, shown on a corner of the conventional DRT output. Those two circles have diameters of 240 px and 120 px, in a \(N=256\) square image. Additionally, four pixels in the center of the image are black.  
Those images reveal the internal functioning of each DRT. The particular shape of conventional DRT can be noticed, in order to contemplate every possible displacement and slope. Central DRT contains the central band of conventional DRT rectified, with the center of the image projecting always in the central displacement of the DRT, at index \(d=\frac{N}{2}\). The periodic DRT can be considered as a mixture of both, in the sense that the displacement dimension now remains of size \(N\), independent of the slope; however, those projections, not considered in central DRT, are now again present, but that added to a position already occupied by another displacement of the central band.  
The value occupying position \(\mathfrak{N}f(s,d_{c})\) in conventional DRT separated \(\delta d\) values, with respect to the displacement of the center of the image, \(d_{o}=N/2+\lfloor\frac{s+1}{2}\rfloor\), for a certain slope \(s\), i.e., \(\delta d=d_{c}-d_{o}\), \(|\delta d|>\frac{N}{2}\) will be added to the value \(\mathfrak{R}_{\text{Pf}}(s,(N/2+\delta d+N)\mod N)\) in periodic DRT.  
Figure 15: Log–log representation of execution times (in milliseconds) for multi-scale DRT algorithms on CPU and a NVIDIA Geforce GTX 1080 GPU. DRT stands for conventional DRT, whilst CDRT and PDRT are our proposed central and periodic DRT.
###### Abstract  
Slope stability is a major safety concern of rockfill embankments. Since rockfills are incohesive materials, only friction angle is considered as a shear strength parameter in the slope stability analysis of rockfill embankments. Recently, it was found that confining pressure can significantly affect the mean value and variance of the friction angle of rockfills. Since the confining pressure spatially varies within a rockfill embankment, the effect of stress-dependent spatial variability in the friction angle of rockfills should be investigated for slope stability evaluation of rockfill embankments. In the framework of the Limit Equilibrium Method (LEM), an approach is proposed for the slope stability analysis of rockfill embankments considering the stress-dependent spatial variability in the friction angle. The safety factors of slope stability are computed with variable values of the friction angle at the bases of slices which are determined by the stress-dependent mean value and variance of the friction angle of rockfills. The slope stability of a homogeneous rockfill embankment is analyzed to illustrate the proposed approach, and a parametric analysis is carried out to explore the effect of variation in the parameters of the variance function of friction angle on slope stability. The illustrative example demonstrates that the stress-dependent spatial variability of friction angle along the slip surface is obvious and is affected by the location of the slip surface and the loading condition. The effects of the stress-dependent spatial variability of the friction angle on the slope stability of high rockfill embankments should be considered.  
rockfill embankment; slope; confining pressure; spatial variability; safety factor Article
## 6 Data Transmission Using XOR Encoding and Decoding  
The data are encoded using XOR encoding before they are transmitted to the destination and the destination performs XOR decoding to retrieve the data.
# Sequential Polar Decoding with Cost Metric Threshold
###### Abstract  
Polar codes have established themselves as a cornerstone in modern error correction coding due to their capacity-achieving properties and practical implementation advantages. However, decoding polar codes remains a computationally intensive task. In this paper, we introduce a novel approach to improve the decoding efficiency of polar codes by integrating the threshold-based SC-Creeper decoding algorithm, originally designed for convolutional codes. Our proposed decoder with an additional cost function seamlessly merges two established decoding paradigms, namely the stack and Fano approaches. The core idea is to leverage the strengths of both decoding techniques to strike a balance between computational efficiency and performance, with an additional method of controlling movement along a code tree. Simulations demonstrate the superiority of the proposed improved SC-Creeper decoder with tuned parameters. The improved SC-Creeper decoder achieves the performance of the CA-SCL-8 decoder in terms of high code rates and overcomes it in terms of the \(N=1024\) code length, while simultaneously surpassing the efficiency of the traditional Fano decoding algorithm.  
polar codes; successive cancellation decoding; Fano decoding; stack decoding; Creeper; threshold +
Footnote †: journal: Applied  
1
# Optimization Design Study of Pipe Curtain Freezing Scheme for Sanya Estuary Submarine Channel
## 3 Three-Dimensional Numerical Modelling
### Geometric Modelling and Meshing  
This paper utilizes COMSOL to develop a transient, three-dimensional model incorporating phase change effects. The model's geometric dimensions are determined based on the freezing range, with the dimensions set as follows: the geometric model has a length (X) of 30 m, a width (Y) of 30 m, and a height (Z) of 20 m. The model is composed of three structural parts: the soil body, the pipe curtain, and the freezing pipe. The pipe curtain consists of three pipes: the central pipe has an outer diameter of 2.1 m, while the two side pipes have an outer diameter of 2.0 m and a wall thickness of 25 mm. The independent steel pipe has an outer diameter of 2.2 m and a wall thickness of 25 mm. The three-dimensional overall model is depicted in Figure 2. The meshing adopts user-defined free tetrahedral mesh with the adaptive method in order to reduce the calculation error and improve the convergence; firstly, mesh the freezing tube to reduce its grid size in the boundary area due to not being directly affected by the freezing tube temperature change can appropriately increase the grid size, reasonable division of the grid density, this numerical model is finally the complete mesh is divided into a total of 1,215,489 number cells. The schematic of the model's mesh division is shown in Figure 3.
# A Quasi-Hole Detection Algorithm for Recognizing \(k\)-Distance-Hereditary Graphs, with \(k<2\)
## 5 Recognition Algorithm  
The distance-hereditary graphs, i.e., graphs in \(\mathrm{DH}(1)\), can be recognized in linear time [16], while the recognition problem for the generic class \(\mathrm{DH}(k)\), \(k\) not fixed, is co-NP-complete [12]. For small and fixed values of \(k\), in [14] a partial answer to this basic problem is given. In particular, Lemma 1 states that for \(k<2\), only specific rational numbers may act as stretch numbers. In [14], a characterization for each class \(\mathrm{DH}(2-1/i)\), \(i>1\), has been provided, and such a characterization led to a polynomial time algorithm for the recognition problem for the class \(\mathrm{DH}(2-1/i)\), with fixed \(i>1\). Unfortunately, the running time of this algorithm is bounded by \(O(n^{3i+2})\).  
In this section, we propose a polynomial-time algorithm for solving the recognition problem for the class \(s\mathrm{DH}(2)\) according to the following approach. Lemma 4 provides a characterization for all graphs not belonging to \(s\mathrm{DH}(2)\). It is based on detecting whether a given graph \(G\) contains or not an induced cycle \(C_{n}\), \(n\geq 6\), with chord distance at most \(1\). Now, assume that we have an algorithm \(\mathcal{A}\) returning _true_ if and only if a given graph \(G\) contains such a cycle. Then, to recognize whether \(G\in s\mathrm{DH}(2)\) we can simply use \(\mathcal{A}\) on \(G\) and certify the membership if and only if \(\mathcal{A}\) return _false_. In the remainder of this section we show that such an algorithm \(\mathcal{A}\) can be defined.
# Dose Calculation Algorithms for External Radiation Therapy: An Overview for Practitioners
## 4 Dose Calculation Algorithms for Hadrontherapy
### 4D-Dose Calculation  
Although scanned hadrontherapy offers very high precision, it is also vulnerable to uncertainties, especially in the beam range. This is especially true for targets in moving organs, such as lung tumors. The explicit consideration of target motion is therefore more relevant for hadrontherapy than for photons in order to quantify both the interplay between target and beam scanning motion, as well as motion-induced range changes to the target [82]. A standard approach uses time-resolved computed tomography (4 DCT) to calculate quasi-static treatment plans over the course of a breathing cycle. As proposed in [83], the treatment plan can be applied fully to each motion phase, and then accumulated in a reference phase, thereby removing the interplay effect. Alternatively, a time-sequence can be simulated or measured for a given treatment plan, and each pencil beam can be assigned to a 4 DCT phase to explicitly model interplay patterns. Finally, a 4D-dose reconstruction is also possible, taking both delivery log files and measured patient motion into account. Synchronizing motion and delivery for dose reconstruction is often challenging as most facilities do not foresee an integrated recording of motion with the log files, so no common clock exists [84].
# SOUNET: Self-Organized Underwater Wireless Sensor Network
## 4 Construction and Operation of SOUNET  
SOUNET constitutes of two phases: _network initialization_ and _network maintenance_. In the network initialization phase, sensor nodes start network topology discovery via packet flooding initiated by a sink. Next, in the network maintenance phase, the sensor nodes update the links by referring to the neighbor table while forwarding data to the sink. The neighbor table contains three parameters of neighbors: an _identifer_ (_ID_), a _hierarchical level_ (_LV_) and an _indicator that represents whether the neighbor is a dead end or not_ (_DE_).
# Damping and Natural Period Evaluation of Tall RC Buildings Using Full-Scale Data in Korea
## 3 Empirical Formulae for Damping Ratio of RC Buildings for Wind Design
### Frequency- and Amplitude-Dependent Damping Ratio  
#### 3.2.1 Iso 4534  
ISO 4354 [13] presents the damping ratio of a structure as the sum of the structural damping ratio, aerodynamic damping ratio, and auxiliary damping ratio, similarly to Eurocode 1, as follows:  
\[\zeta=\zeta_{str}+\zeta_{aer}+\zeta_{aux} \tag{9}\]  
where \(\zeta_{str}\) is the structural damping ratio, \(\zeta_{aer}\) is the aerodynamic damping ratio, and \(\zeta_{aux}\) is the additional damping provided by auxiliary damping devices or damping materials.  
There is high variability in the structural damping ratio given in ISO 4354, unlike Eurocode 1, in which specific values are presented regardless of building height. Because the natural period of a building increases and its natural frequency decreases as its height increases, ISO 4354 is categorized as a frequency-dependent damping ratio in this paper. Table 4 summarizes the damping ratios provided in ISO 4354. It can be seen that the damping ratios of RC structures are larger than those of steel structures, and the values decrease as building height increases.  
\begin{table}
\begin{tabular}{c c c} \hline
**Structure Type** &
\begin{tabular}{c} **Logarithmic Decrement of** \\ **Structural Damping (\(\delta_{s}\))** \\ \end{tabular} & **Structural Damping Ratio (\(\zeta_{s}\))** \\ \hline RC & 0.10 & 1.57\% \\ Steel & 0.05 & 0.79\% \\ SRC & 0.08 & 1.27\% \\ \hline \end{tabular}
\end{table}
Table 2: Logarithmic decrement of structural damping in the fundamental mode in Eurocode 1.  
\begin{table}
\begin{tabular}{c c c} \hline
**Stress Level** & **Structural Type** & **Structural Damping Ratio (\(\zeta_{s}\))** \\ \hline \multirow{2}{*}{Serviceability limit state} & RC or prestressed concrete & 0.5–1.0\% \\  & Steel & 0.5–1.0\% \\ \hline \multirow{3}{*}{Ultimate limit state} & RC & 2.0\% \\  & Steel frame welded & 5.0\% \\ \cline{1-1}  & Steel frame bolted & 5.0\% \\ \hline \end{tabular}
\end{table}
Table 3: Values of damping ratio in the Australia and New Zealand standard (AS/NZS 1170).
# Experimental Testing of Passive Linear TMD for Postural Tremor Attenuation
###### Abstract  
Research interest to provide a mechanical solution for involuntary tremors is increasing due to the severe side effects caused by the medications used to lessen its symptoms. This paper deals with the design of a cantilever-type tuned mass damper (TMD) used to prove the effectiveness of passive controllers in reducing the involuntary tremor's vibrational signals transmitted by the muscles to the hand segment. TMD is tested on an experimental arm, reflecting the flexion-extension motion of the wrist, excited by a mechanical shaker with the measured tremor signal of a patient with essential tremor. The designed TMD provides a new operational frequency for each position of the screw fixed to its beam. Modal damping ratios are also calculated using different methods for each position. The effectiveness of the TMD is quantified by measurements using a vibrometer and inertial measurement unit. Three TMDs, representing 15.7% total mass ratio, cause a reduction of 29% for the acceleration, 69% for the velocity, 79% for the displacement, 67% for the angular velocity, and 82% for the angular displacement signals. These encouraging results will allow the improvement of the design of the passive controller in the form of a wearable bracelet suitable for daily life.  
postural tremor; experimental arm; passive tuned mass damper; signal processing; experimental testing +
Footnote †: journal: Applied Sciences
# An Efficient Probe-Based Routing for Content-Centric Networking
## 2 Related Work  
### Traditional IP-Based Routing  
In existing networks, IP-based routing protocols are commonly employed. Many algorithms, such as shortest path routing [14], have been developed to optimize routing to reduce network delay. However, the limited IP address is insufficient for an increasing number of IoT device applications. Many studies and protocols have been proposed to solve the problem [16; 17; 18]. By altering the network address information in the IP header of the data packet, network address translation (NAT) maps one IP address space to another [17]. Classless Inter-Domain Routing (CIDR) is a new method of assigning IP addresses that have replaced the old Internet classified network addressing architecture [18]. To overcome this issue, IPv6 increases the IP address size from 32 bits to 128 bits [16]. They still do not cover all IP-based network applications, such as less powerful IoT and sensor networks.
# Multipolar Plasmonic Resonances of Aluminum Nanoantenna Tuned by Graphene
###### Abstract  
We numerically investigate the multipolar plasmonic resonances of Aluminum nanoantenna tuned by a monolayer graphene from ultraviolet (UV) to visible regime. It is shown that the absorbance of the plasmonic odd modes (\(l=1\) and \(l=3\)) of graphene-Al nanoribbon structure is enhanced while the absorption at the plasmonic even modes (\(l=2\)) is suppressed, compared to the pure Al nanoribbon structure. With the presence of the monolayer graphene, a change in the resonance strength of the multipolar plasmonic modes results from the near field interactions of the monolayer graphene with the electric fields of the multipolar plasmonic resonances of the Al resonator. In particular, a clear absorption peak with a high quality (\(Q\))-factor of 27 of the plasmonic third-order mode (\(l=3\)) is realized in the graphene-Al nanoribbon structure. The sensitivity and figure of merit of the plasmonic third-order mode of the proposed Graphene-Al nanoribbon structure can reach 25 nm / RIU and 3, respectively, providing potential applications in optical refractive-index sensing.  
graphene; multiple Fano resonances; dark mode; metamaterial +
Footnote †: journal: Nanomaterials
# Energy-Aware Control of Error Correction Rate for Solar-Powered Wireless Sensor Networks
## 3 Energy-Aware Reed-Solomon Scheme
### Energy Prediction
#### 3.2.1 Energy Harvesting Model  
For a node \(i\) to obtain the amount of its energy expected to be harvested in the next period, denoted by \(\mathbb{E}_{\text{harvest}}^{i}\), we employ the model of solar energy-harvesting prediction proposed in our previous work [18]. In this energy model, \(\mathbb{E}_{\text{harvest}}^{i}\) can be calculated using historical information on the amount of energy actually harvested during each period. Specifically, each node measures and records \(E_{\text{harvest}}^{i}\), which is the actual energy harvested during the last period, and then \(\mathbb{E}_{\text{harvest}}^{i}\) is updated using this information. \(\mathbb{E}_{\text{harvest}}^{i}\) can be updated using a moving-average algorithm, as follows:  
\[\mathbb{E}_{\text{harvest}}^{i}\quad\Leftarrow\quad(1-\theta)\cdot\mathbb{E }_{\text{harvest}}^{i}+\theta\cdot E_{\text{harvest}}^{i} \tag{1}\]  
where \(i\) is the index of a node and \(\theta\) is a real constant value between zero and one. \(\theta\) is called the forgetting factor since it means the rate at which old measurements are forgotten. Note that a value of \(\theta\) closer to one is used when the meaning of the present value is much more important than the past values, and a value closer to zero is selected when the present value is meaningful similarly to the past values. For example, if \(\theta\) is 0.9, when calculating the moving average of the collected energy, the reflection ratio of the most recently-measured \(E_{\text{harvest}}^{i}\) is 0.9, the reflection ratio of the measured value in the preceding stage is 0.09, the reflection ratio of the measured value in the previous stage is 0.009, and so on. On the other hand, if \(\theta\) is 0.1, the reflection rate starts at 0.1 for the most recent value of \(E_{\text{harvest}}^{i}\) and decreases to 0.09, 0.081, and so on. This means that the higher value of forgetting factor \(\theta\) removes the influence of past values more quickly, and vice versa. When an energy collection system designer decides the value of \(\theta\), the amount of energy recently harvested is more meaningful than the past value since it reflects a short-term environment such as weather, but the past values also have some meaning because they reflect the long-term environment such as a season. Therefore, 0.5 is usually used as the value of \(\theta\) for solar-powered WSNs.
## 4 Experimental Results and Analysis
### Evaluation Metrics  
The mean absolute error (MAE) and the root square mean error (RMSE) that can reflect the difference in the actual value and the prediction value are adopted to evaluate the performance of the prediction model. The formulas of the MAE and RMSE are shown in Equations (10) and (11).  
\[\text{MAE}=\frac{1}{N}\underset{i=1}{\sum}|z_{i}-\hat{z}_{i}| \tag{10}\]  
\[\text{RMSE}=\sqrt{\frac{1}{N}\underset{i=1}{\sum}(z_{i}-\hat{z}_{i})^{2}} \tag{11}\]  
where \(z_{i}\) is \(i\)th actual value and \(\hat{z}_{i}\) is \(i\)th prediction, and \(N\) is the number of predictions. The mean absolute percentage error (MAPE) is not adopted because a large proportion of the wind speed data is small, and small absolute error of the prediction can lead to large an absolute percentage error, which can hinder the analysis of the performance of the prediction model.
# Grid-Connected PV Systems Controlled by Sliding via Wireless Communication
## 2 The Grid-Connected PV System Configuration  
In this section, the configuration of the system proposed in this paper is presented. It is constituted by a photovoltaic array connected to the grid through a DC/DC converter, which makes the maximum power point tracking, and a DC/AC converter, which makes the synchronization to the grid voltage, Figure 1.  
The voltage at the input of the DC/AC converter is constant and its value is kept to the set point while the voltage at the input of DC/DC converter changes with the corresponding to the maximum power point. The algorithm used is the sliding controller. The converter DC/AC generates a waveform synchronized to the voltage grid with an easy PI controller.
# Base Isolation Compared to Capacity Design for Long Corner Periods and Pulse-Type Seismic Records
## 2 Materials and Methods
### Finite Element Modelling  
ETABS 2013 [29] was used for the design process while PERFORM 3D 2006 [31] was used for the structural performance check.  
In the ETABS model (Figure 1), the beams and columns were modelled as frame elements and the slabs and walls as shell elements. Vertical loads were applied as uniform loads on slabs and linear distributed loads along the perimeter beams. Wind loads were neglected, due to their inferior influence on the structural behaviour, compared to the effect of horizontal earthquake loads.  
In the PERFORM 3D model (Figure 2) frame elements with concentrated plastic hinges at their ends were used to model beams and columns. The behaviour of the plastic hinges was modelled using a trilinear bending moment-rotation relation. The rotation capacity of the plastic hinges was computed according to [34], considering the mean strength of concrete and steel. Walls were modelled as shell elements with fibre sections. Linear behaviour was considered for the shear response. In order to model the wall-beam connections, especially when beams are supported on a perpendicular wall, columns withas fibre sections were defined  
Figure 4: Vrancea earthquake of 4 March 1977 (M = 7,4 Richter Scale), INCERC monitoring station: (**a**) horizontal acceleration record from the NS direction; (**b**) horizontal acceleration record from the EW direction; (**c**) absolute acceleration spectrum of Figure 4a,b records and from P100-the Romanian seismic design code [18]; (**d**)Arias intensity.  
at wall ends. These columns model the axial behaviour of wall ends, whereas the contributing wall area assures the bending behaviour of the columns perpendicular to the wall. As an alternative for modelling columns at wall ends, frame elements having axial plastic hinges were considered, but convergence problems were encountered.  
The stiffness of structural elements was reduced at 50% to account for the concrete cracking [18].  
Details regarding the first six Eigen modes for the upper structure are presented in Table 2 (arrows show the translation direction).