esa-sceva/satcom-chunk-collection huggingface dataset:
# Security Risk Analysis of LoRaWAN and Future Directions
## 5 Security Threat and Risk Assessment of LoRaWAN v1.1
### LoRaWAN v1.1 Threat Catalog
#### 5.2.11 Self-Replay Attack  
As discussed in Section 4.2, although OTAA is devised to enhance the security level of the LoRaWAN, itself can be the target of attacks, as details described below: Attacks that are exploiting the join procedure of LoRaWAN v.1.1 is possible by using selective RF jamming attack. An advanced attacker can selectively jam the signals that are being used for OTAA session. In this type of attack, the transmission of a _Join-request_ with _DevNonce_ from a legitimate \(ED\) is successfully observed. The corresponding _Join-accept_ message from the \(NS\) to \(ED\) is jammed by using selective-jamming techniques. After waiting for a timeout to receive the _Join-accept_ message from the \(NS\), the \(ED\) retries to join the network and sends again the same _Join-request_ message with the same _DevNonce_ value as required by the specification. This causes the \(NS\) to respond the _Join-request_, because still the join procedure is not fulfilled and everything is legitimate and in order according to the specification. This attack will continue till the daily message quota of the \(ED\) depletes (see Figure 2 for details of the OTAA Join procedure).  
This attack is especially valid for LoRaWAN OTAA, since the communication of the messages is limited and under quota. For instance, each \(ED\) is allowed to transmit at most 14 packets per day (maximum packet payload of 12 Bytes), including the acknowledgments for confirmed up-links [38].  
In order this attack to be fully successful, it requires that the attacker can receive packets from the \(NS\) before the \(ED\) does and also, at the same time, jam their reception by the \(ED\). This can be achieved, for example, by having a device receiving (or sensing) the packet from the \(NS\) outside the interference range of the jamming device and jam the signal before it reaches the destined \(ED\), which might not always be possible depending on the transmission range and distance to the nearest \(GW\). This attack is made substantially more difficult for the attacker with the existence of several receive paths for the \(NS\) packets to the \(ED\). Thus, if the \(NS\)'s transmissions to \(ED\) can be provided by multiple \(G\)Ws (let us say if the \(ED\) is under coverage of multiple \(G\)Ws), this attack will be extremely difficult to perform. However, \(G\)Ws are typically deployed fewer in numbers in a LoRa network and therefore this attack has a possibility to succeed.
## 3 Proposed Approach: Quantum Key Distribution (QKD)
### Detailed Description of the Data Encryption and Compression Algorithm
Empirical testing with UAV-generated real-time data streams--such as high-resolution video and sensor readings--has demonstrated that LZW consistently achieves an approximately 35% compression efficiency for video and a 45% compression efficiency for structured data, thereby optimizing bandwidth utilization while preserving real-time performance. Technical Details of the Algorithms:  
AES-128:  
* Block size: 128 bits
* Key length: 128 bits
* Number of rounds: 10
* Structure: Substitution-Permutation Network
* Computational complexity: Estimated at 20-40 CPU cycles per byte [6]
* (This relatively low complexity renders AES-128 particularly attractive for resource-constrained devices such as UAVs). LZW (Lempel-Ziv-Welch):  
* Algorithm type: Lossless data compression
* Degree of compression: On average, 30-50% depending on the data type and structure
* Computational complexity: Linear with respect to the size of the input data
* Security impact: While LZW does not directly influence security, the resultant reduction in data volume indirectly enhances security by minimizing the transmission time and reducing the window of vulnerability to attacks. QKD (BB84):  
* Protocol type: Prepare-and-Measure protocol
* Coding: Polarization of single photons
* Bases: Two mutually unbiased bases (e.g., horizontal-vertical and diagonal polarization)
* Expected key generation rate: 10-100 Mbps (based on current technological advances and the assumption of compact, energy-efficient components)
* Expected computational complexity: Approximately 100 CPU cycles per byte (based on an estimate of the complexity of the post-processing algorithms)
## 5 The Application Example

Table 6: Inversion value of thermal parameters. Figure 10: Temperature comparison chart for pouring block 29#-006 to 007. Figure 9: Fitness iteration curve. is controlled within 1 \({}^{\circ}\)C. It is proved that the thermal parameter values obtained by inversion have high reliability. The chief factor contributing to the error may be that it is tough to accurately define the initial temperature of concrete which imposes a certain effect on the results of the temperature rise stage. Meanwhile, owing to the instability of the cooling water flow onsite, the intermittent water flow causes the fluctuation of water flow at different times. It also exerts an influence on the calculation results. In terms of calculation, it is beneficial to enhance the accuracy of the calculation results by maintaining the continuous and smooth transition of the water flow and avoiding the occurrence of intermittent water cut-off. Tables 7 and 8 show the construction date of the 29#-005-007 and 27#-024-026 pouring blocks of an arch dam in the lower reaches of Jinsha River. Although these pouring blocks are not carried out simultaneously, their pouring time intervals are relatively short. Both of them used the C40 grade concrete materials. In a similar period of time, the concrete pouring process, aggregate gradation, and slump used by them are consistent. At the same time  
The Figure 13 reveals that the final adiabatic temperature rise of C40 concrete gained through the inversion process is a bit lower than the laboratory test value, and the error range is within 0.9 \({}^{\circ}\)C. The fitness curve obtained by inversion is roughly the same as the laboratory test results, which fully demonstrates that the inversion possesses high accuracy and reliability. Table 10 shows the design parameters of a dam in the downstream section of Jinsha River [28]. Obviously, in the laboratory test, the water-binder ratio of concrete ranges from 0.42 to 0.46. However, the water-binder ratio of concrete that is poured at the actual site typically reaches 0.5. We observe that the adiabatic temperature rise of concrete acquired through inversion is of a lower level than that obtained by laboratory standard tests. This variability may be attributed to the lower amount of cement used in the actual casting, resulting in an elevation of the water-binder ratio of the concrete, which in turn leads to the final adiabatic temperature rise being slightly less than the experimental values.
## 4 Results Analysis
### Failure and Crack Evolution Process Analysis  
Using sample \"S-2\" as a representative case, Figure 7 illustrates the progression of failure and crack evolution. At a shear displacement of 0.48 mm, cracks initiate from the root of the first rock step to the upper right place (point A). As the displacement continues to increase, cracks spread over a small area, with a few emerging in the lower rock slab and the first rock step (point B). Upon reaching the peak stress point, the first step experiences failure, marked by a sudden increase in the number of cracks and an instantaneous drop in stress. With the broken step no longer able to provide effective shear resistance, the second step immediately assumes the primary load-bearing role at point C, leading to the initiation of cracks within it. From point C to D, during the post-peak stage, transversely propagating cracks begin to appear within the rock slabs. Another stress drop is observed at point E, signalling the failure of the second rock step and the coalescence of numerous cracks. Subsequently, the shear stress starts to decline gradually. At point F, cracks in the two steps on the right side propagate transversely. Finally, at the point of ultimate failure  
Figure 6: Curve characteristics and failure modes of sample “L” and “S”: (**a**) Shear stress–shear displacement curves; (**b**) Normal displacement-shear displacement curves; (**c**) Interface failure; (**d**) Failure mode comparison.  
(point H), both the upper rock step and the lower rock slab near the interface are severely damaged, with cracks coalescing horizontally across the interface.  
A comparative analysis of the simulation results for samples \"S-1\", \"S-2\", and \"S-4\" (with the results for \"S-1\" and \"S-4\" not presented due to length constraints) reveals variations in the degree of damage and the timing of failure events among the three  
Figure 7: Failure process and crack evolution of sample under 2 MPa normal stress (Points A to H are different state points in the whole failure process).  
samples. Despite these differences, the overall failure process remains consistent across the samples, characterised by progressive failure from right to left.
# Internal Force Analysis of Buried-boring Piles in the Yuanzishan Landslide
## 4 Influence of Parameter Changes on the Internal Force of the Buried-Boring Pile
### Influence of Pile Diameter Change on the Internal Force of the Buried-Boring Pile  
Pile diameter is one of the key parameters for the design of a single bored pile [39]. In order to study the influence of the pile diameter on the internal force of the buried-boring pile, pile diameters were set as 0.25, 0.5, 0.75, and 1 m, with corresponding pile lengths above the slip surface of 2.5, 5, 7.5, and 10 m, respectively. The ratio of the pile length above the slip surface to the pile diameter (\(h\)/\(D\)) was 10, and all of the other parameters were the same as for the bored pile analysis of the Yanzishan landslide. The internal force of the buried-boring pile was calculated for these parameters (Figure 8).  
Figure 8: Calculated values of internal forces for buried-boring piles at varying depths with \(h\)/\(D=10\): (**a**) shear force; (**b**) bending moment; and (**c**) soil reaction force.  
Figure 7: Relationship between the maximum internal force for varying buried depth and the sliding depth ratio: (**a**) relationship between the maximum bending moment and the sliding depth ratio; and (**b**) the relationship between the maximum soil reaction force and the sliding depth ratio.  
In order to study the soil reaction force and variation in the maximum bending moment under varying pile diameter, a relationship between the maximum internal force and the buried depth ratio was established, with a varying pile length to diameter ratio (Figure 9).
# Influence of Degree of Saturation on Soil-Pile Interactions for Piles in Expansive Soils
## 3 Laboratory Testing and Results
### Sample Description  
The soil specimens were prepared using a blend of 45% locally sourced sand from Thailand and 55% sodium bentonite. The sand particles were visually examined under a stereo microscope and were found to be predominantly sub-angular to sub-rounded in shape. To study the effect of moisture content on the pile uplift force, the samples were conditioned to initial degrees of saturation (\(DOS\)) of 60%, 70%, 80%, and 90%, respectively. To determine the degree of saturation (\(DOS\)%), water was gradually added to the soil in a stepwise manner. After each increment, the total (wet) unit weight, \(\gamma\), and the dry unit weight, \(\gamma_{d}\), obtained after oven drying at 110 \({}^{\circ}\)C for 24 h, were carefully measured. The corresponding water content, \(w\), was calculated from these measurements. Subsequently, the degree of saturation (\(DOS\)%) was computed using Equation (11) with previously measured specific gravity, \(G_{s}\), while the void ratio, e, was determined using Equation (12).  
\[DOS\left(\%\right)=\frac{wG_{s}}{e}\times 100 \tag{11}\]  
\[e=\frac{G_{s}\gamma_{w}}{\gamma_{d}}-1 \tag{12}\]
# Automated Generation of Daily Evacuation Paths in 4D BIM
## 5 A Case Study and Implementation
### Step 3 and 4: Generate All Available Evacuation Paths and Select Paths for Distribution  
As shown in the four scenarios, work areas, task types, and accessible exits are varied according to construction progress, a schedule, a weather, a logistics, site conditions, or diverse variables. To secure evacuation paths of a changing construction site, automated and dynamic path planning and identification are required for generating a daily evacuation plan. This paragraph illustrates the detailed implementation and its processes. The construction site environment and work activities related to the four key scenarios in Section 5.1 were reflected in the developed path planning platform. Then, this system is designed to automatically identify and evaluate accessible evacuation paths. Figure 10, Figure 15, Figure 16, and Figure 17 present the results of the four scenarios in the four different views (site conditions presented in 4D BIM, a navigation grid, all available paths, and selected paths).  
Figure 11 illustrates the site condition of scenario 1 including work locations, structural columns, exits, etc. As shown in Figure 12, a navigation grid of 10 feet granularity was created. The navigation grid presents accessible and inaccessible places within the construction site. Based on the site conditions (Figure 11) and a grid (Figure 12), all available evacuation paths were identified and evaluated in terms of a total distance (Figure 13). Finally, one or two evacuation paths were selected by users as shown in Figure 14.  
Figure 9: Scenario Model 4: Work status and site conditions.  
Figure 11: Site condition of scenario 1 reflected in the prototype system.  
Figure 10: Scenario 1 (**a**) site condition, (**b**) navigation grid, (**c**) all available paths, and (**d**) selected paths.  
Figure 14: Selected evacuation paths found from scenario 1.  
Figure 12: Scenario 1 navigation grid with accessible and inaccessible nodes.  
Figure 13: All evacuation paths found from scenario 1.  
Figure 15, Figure 16, and Figure 17 show the results from scenario 2, 3, and 4, respectively. Figure 18 shows paths from roofing work locations. This case study assumed that crews working for roofing generally go down to the first floor level through the opening in the middle of the roofing area. For the four scenarios, the developed system successfully generated rational evacuation paths for each work location by properly considering the construction site conditions and explicitly represent secured circulation paths connecting to the exits. Even though final decisions on determining the shortest path can also be made automatically, based on calculated distances, the proposed approach puts its objective to assist the decision making process of domain professionals with the automatically generated pathways.  
Figure 16: Scenario 3 (**a**) site condition, (**b**) navigation grid, (**c**) all available paths, and (**d**) selected paths.  
Figure 15: Scenario 2 (**a**) site condition, (**b**) navigation grid, (**c**) all available paths, and (**d**) selected paths.
# A Reference Model for Monitoring IoT WSN-Based Applications
## 5 Analysis and Design Examples
### Design
#### 5.2.2 Information Layer  
In this layer, following the proposed model, three main issues have to be solved:  
* The data format interchanged between the different elements must be based on standard data formats, from the byte coding to the semantic meaning of each data. In this way, the best option seems to be a XML-based data codification format. In this representation, each event provided by Monitoring Layer will be reflected by an XML record as shown in previous example (Section 4.2.1).
* It is necessary the establishment of a common base time. In this case study the synchronicity may be obtained by implementing the proposal of [42] which uses max consensus to compensate for clock drift and average consensus to compensate for clock offset. With this approach is possible to achieve a global synchronization just using local information. This solution has the advantage of being totally distributed, asynchronous, and robust to packet drop and sensor more failure.
* Finally, a _trigger_ mechanism is required to acquire the information at the convenient moment. Some of the events (i.e., those related with transmission) are independents, and are captured at the moment they occur. On the other hand, when a _Comm_error_ or a _Route_error_ event is detected, the _mote_state_ of the destination mode of the lost packet is very relevant. In this way, the appropriate cross-trigger mechanism has to be implemented.  
Of course, Information Layer Protocol must be ready to support all three functions: transmission of the XML records, synchronism information and trigger conditions definition and event notification. It is remarkable that these functions would be achieved in a very easy way if Information Layer implementation of SNIF (Synchronism and Time Stamp) could be combined with the PIMOTO metadata and PAD's implementation of Packet Parsing. The availability of Information Layeroff-the-shelf components would permit the communication between such modules, providing a full Information Layer implementation.  
From the authors' point of view, this layer is the key for the standardization of WSN-MP's. The establishment of a complete Information Layer permits the definition of the whole protocols and services in a standard way.
## 2 Materials and Methods  
### Artifact Selection and Sampling  
The MCUC, first established in 2006, is home to a massive collection of cultural heritage artifacts, across several collections belonging to varied areas of interest, including Zoology, Botany, Anthropology, Geology, Paleontology and Mineralogy. The Zoology collection is the largest one, with around 500,000 specimens in various forms (skeletal, taxidermized, preserved in liquid), and contains the largest animal specimen in Portuguese museums, a 20 m long whale skeleton, as well as specimens belonging to animals currently extinct in the country. The Botany collection includes over 3000 fruits, seeds and branches, alongside other relevant artifacts, such as a plant fossil collection. The Mineralogy, Geology and Paleontology collections together boast over 20,000 items, with the Paleontology one alone including around 10,000 invaluable fossils. The Anthropology collection is composed of around 14,000 culturally significant objects, mainly from Portugal and Portuguese-speaking countries, such as Brazil and Mozambique, and includes extremely rare artifacts, such as a collection of ceremonial masks of the Jurupixuna tribe, a now-extinct tribe from Brazil. With the MCUC currently undergoing a severe reform, most of its collections are currently not open to the public, with a great percentage of the objects being stored in archives, and, as is the case for many museum institutions, contending with limited resources for conservation and facing challenges in maintaining optimal environmental conditions. This has led to an outbreak of fungal contamination across different collections, rooms and archives. One such archive, containing mainly Anthropology artifacts from the Mozambique collection, was among the first to show fungal contamination. Four objects (Figure 1 displaying visible fungal growth were selected for sampling: ANT.Moc.490 is a Mathete, a form of wooden quiver, with a leather strap and lid, containing seven iron-tipped arrows, typically used for hunting; ANT.Moc.349 is a wooden carved bench with brass inlays originating from Zambezia, Mozambique; MCUC.2013.1.3 is a ceremonial crown of Nguni origin, from the Angonia district of the Tet province, Mozambique; and ANT.Moc.344 is a vase made from the shell of African baobab fruit.  
Sampling was performed using non-invasive methods by swabbing sterile nitrocellulose membranes on representative areas showing clear evidence of fungal growth, under semi-aseptic conditions. In the case of ANT.Moc.490, sampling was separated between the leather and wooden components of the artifact. The obtained samples were kept in sealed Petri plates and stored in the dark at room temperature and were processed within 6 h from the time of collection.
## 2 State of the Art--Values and Digital Communication of CH
### Assessing Values for Conservation Planning and Communication  
In a report titled 'Assessing the Values of Cultural Heritage' published by the Getty Conservation Institute, a provisional typology of heritage values for the conservation and management of heritage was suggested. This has been reproduced in Table 1. The split between Sociocultural and Economic aspects of value was identified as problematic and the entire set of typologies was not meant to be exclusive or exhaustive [11].  
A more recent re-examination of value typologies identified three stages for significance assessments with regards to CH [12]. These are listed below:  
1. Features of Significance (or) What is the heritage in question?
2. Aspects of Value (or) Why is this heritage valuable?
3. Qualifiers of Value (or) How valuable is it?  
Both of these approaches show two aspects of CH value assessments. The first is the propensity to categorise values with typologies and the second is to assess the significance of heritage by understanding its value associations. Assigning value typologies is primarily a professional exercise guided by expert views and understanding. Assessments of significance can be an inclusive process that considers expert and non-expert perspectives (community views).  
Communities play a central role in conserving and communicating both the heritage and its associated values from one generation to the next. Communities have systems in place to conserve and propagate heritage that they consider significant. For example, the Adat community in Bali, Indonesia, is historically responsible for the conservation of sites, such as temples, royal palaces and Balinese Hindu rituals of the Balinese Hindu population. A study carried out in Denpasar, Bali [13], recommended an integrated approach for the development of the region, which considers the CH values associated by the community to these sites, beyond considering solutions for the socio-economic and environmental issues. All stakeholders may have value associations with the CH and these stakeholders can be experts or non-experts, individuals or communities who see themselves as 'cultural insiders' and others (outsiders). These CH value associations can be significant, complementary or contrasting and may or may not be adequately recognized in the mainstream academic and/or popular discourse [14]. The complicated realities of cultural heritage conservation and communication demands the design of content for the communication of CH be done with the necessary nuance and authenticity that it deserves and as such places a huge responsibility on the shoulders of designers.