esa-sceva/satcom-chunk-collection huggingface dataset:
# Multi-Condition Constrained Pedestrian Localization Algorithm Based on IMU
## 4 Conclusions  
In this article, firstly, the phase threshold constraint method is introduced into zero velocity detection algorithms to identify and eliminate abnormal false zero velocity intervals. Next, the single-foot maximum step length constraint algorithm with the dual-feet centroid constraint algorithm is innovatively combined, which can correct heading and maintain consistency in bipedal trajectories. Finally, forming a complete and efficient multi-condition constraint algorithm. The actual experimental results demonstrate that the proposed algorithm provides higher localization accuracy. The trajectory error obtained by the multi-condition constraint algorithm is reduced by 59% compared to the unconstrained pedestrian localization algorithms.  
In future research, the issue of pedestrian positioning on non-flat planar paths will be addressed by integrating multi-source data from inertial sensors, barometers, and other devices, combined with advanced techniques such as deep learning to design algorithms. These algorithms will aim to accurately identify different pedestrian motion states (e.g., walking, stair climbing, and uphill walking) to achieve 3D positioning of pedestrians on non-flat paths. Furthermore, experiments will be conducted on pedestrian free-path walking positioning, with the design of more accurate single-foot and dual-foot dynamic threshold constraint algorithms to enhance the adaptability and flexibility of the positioning system. Furthermore, further research will focus on multi-IMU collaborative constraint positioning models involving three or more IMUs. By collecting more dimensions of pedestrian motion information through multi-point IMU devices, we aim to more flexibly estimate pedestrian motion states, ultimately enhancing the adaptability of pedestrian positioning systems in complex environments and diverse movement scenarios.  
Conceptualization, X.-Y.Y., C.-L.Y. and X.-T.G.; methodology, X.-Y.Y., C.-L.Y. and X.-T.G.; software, X.-Y.Y. and H.-H.K.; validation, X.-Y.Y. and C.-L.Y.; formal analysis, X.-Y.Y. and X.-T.G.; investigation, C.-L.Y.; resources, X.-T.G.; data curation, C.-L.Y.; writing--original draft preparation, X.-Y.Y. and C.-L.Y.; writing--review and editing, X.-T.G. and H.-H.K.; visualization, X.-Y.Y. and C.-L.Y.; supervision, X.-T.G. and X.-Y.L.; funding acquisition, X.-Y.L. All authors have read and agreed to the published version of the manuscript.  
This research was funded by the National Natural Science Foundation of China (62203404).  
Not applicable.  
Dataset available on request from the authors. The raw data supporting the conclusions of this article will be made available by the authors on request.  
The authors declare no conflicts of interest.
## 4 Validation of Theoretical Force Model
### Validation Results  
Figure 14 shows the predictions of the magnetic circuit model in three cases, as well as the experimental results with respect to variation in the air gap of the EPM device. The black curve shows the neglecting leakage permeance; the red curve shows the 2D leakage permeance in consideration of \(2\times P_{2}\) and \(2\times P_{6}\), as shown Figure 6; the blue curve shows the 3D leakage permeance; and the green curve shows the 3D FEM results. When the air gap was set at \(0,0.1\) mm and \(0.2\)mm, the measured forces were 5.853 N, 1.762 N and 0.926 N, respectively. When the air gap was set at \(0.1\) mm, the results without considering magnetic flux and the FEM results showed considerable error. However, the error between the results in which the magnetic leakage flux was 3D and the FEM results was the 20 percent. Based on the plot, it can be seen that pole-to-pole leakage did not change the holding force when the air gap was, but the slope of the force vs. the distance curve changed significantly with  
Figure 13: Pictures of a thin wobble motor with EPM. (**a**) Parts a thin wobble motor; (**b**) Fabricated EPM device; (**c**) Core with the coil wound.  
the zero air gap. This is an important effect to consider when designing EPM devices, even those which operate over relatively small air gaps.  
Table 2 summarizes the results of FEM, the experimental results, and the theoretical model results according to the applied current. An experimental test was conducted using the method shown in Figure 12. The theoretically calculated stall torque and the stall torque generated from FEM comprise the moment when the rotating shaft moves. It was confirmed that the error between the theoretical method and the FEM analysis results was 26 percent on average, and between the experiment and the FEM analysis results was 12 percent average. As the input current to the electromagnet core was increased, the stall torque of the wobble motor also increased.
## 6 Results and Discussion  
### Embankment A  
#### 6.1.1 Settlement Predictions  
Recorded settlement-time curves are given in Figures 8 and 9 for settlement plates \(S_{0}\) and \(S_{1}\), respectively. As reported in [6], some problems arose for other settlement plates, so those measurements will not be analyzed. From the settlement-time curves it can be seen that the primary consolidation is finished at about three years after the beginning of the construction.  
Both soil models predict the end of primary consolidation and flattening of settlement-time curves four years after the beginning of construction. The reasons for the deviation from the registered consolidation time are likely inadequate magnitudes of hydraulic conductivities. In the embankment construction phase, when pore pressures increase and effective pressures decrease, both models predict similar settlement magnitudes that are close to those measured. In the phase of consolidation and dissipation of pore pressures, the MCC model significantly underpredicts the settlements, on average about 20% compared to the measured. The HASP model predicts settlements well, with an average deviation of about 7% for point \(S_{0}\) and about 4% for point \(S_{1}\).  
The prediction of the HASP model generally gives higher values of deformations compared to the MCC model. Such results are expected, since the HASP model predicts elastoplastic behavior from the very beginning of the deformation process, while the MCC model predicts only elastic behavior within the initial yield surface (bounding surface for HASP model).  
The initial yield surface for the MCC model and the effective stress paths for the HASP and the MCC models are shown in Figure 10. The effective stress path for the MCC model remains in the elastic zone for a certain period, predicting deformations smaller than those measured. On the other hand, within the HASP model a purely elastic region does not exist, because the hardening coefficient \(\omega\) controls the magnitude of the plastic strains, which allows elastoplastic behavior from the very beginning of the deformation process.
# Proposed New Analytical Method of Tower Load in Large-Span Arch Bridge Cable Lifting Construction
## 3 Accuracy Verification of Calculation Method
### Engineering Overview  
The engineering case is a special Y-shaped arch bridge cable lifting construction [32], which uses an extra-wide tower with three main cables and can provide a reference for many large-span arch bridge constructions. Figure 6 shows the overall arrangement of the cable lifting system for the engineering case. The cable lifting system is mainly composed of a main cable, lifting cable, towing cable, wind cable, sliding trolley, cable saddle, tower, anchor, winch, etc. The main cable span of the cable lifting system in the engineering case is 430 m. The main anchor and buckle anchor are set at the same location on both banks, with the main anchor on the right bank 65 m in distance from the tower and the main anchor on the left bank 68 m in distance from the tower, as shown in Figure 6.  
The cable lifting system is set up with three sets of main cables with a rated lifting capacity of 135 tons, which are located upstream from the bridge axis at a distance of 18 m, downstream from the bridge axis at a distance of 18 m, and on the bridge axis. Each group of main cables does not carry a rated load at the same time. Each group of main ropes is set up with two lifting points at both front and back, and the rated lifting capacity of a single lifting point is 67.5 tons. The main cable span is arranged as (68 + 430 + 65) m. The angle between the back cable of the main cable on the left bank and horizontal plane is 23.0\({}^{\circ}\), and the angle between the back cable of the main cable on the right bank and horizontal plane is 34.1\({}^{\circ}\). The parameters of the cable system when carrying to mid-span are listed in Table 1.  
The longitudinal displacement of the tower is restrained by the rear wind cable and inter-span wind cable. The cable towers are set up with six wind cables at front and rear and two cross-wind cables on each side; the front wind cable is an inter-span wind cable, anchored at the top of the cable towers on both banks, and the rear wind cable is anchored on the main anchor. Each group of inter-span wind cables adopts a 1\(\varphi\)56 mm steel wire rope (6 \(\times\) 37S + FC 1670 Mpa), and each group of rear wind cables adopts a 6\(\varphi\)32 mm steel wire rope (6 \(\times\) 37S + IWR 1670 Mpa). Each group of side wind cables adopts a 6\(\varphi\)22 mm steel wire rope (6 \(\times\) 37S + FC 1670 Mpa), which is arranged at an angle of 40\({}^{\circ}\) with the horizontal plane.
# A Novel Approach to Enhance Crude Oil Recovery Ratio Using Selected Bacterial Species
## 2 Materials and Methods  
### Characterization of Soil and Oil Samples  
Subsurface soil samples contaminated with heavy crude oil were collected from an oil-contaminated site in Libya, transferred to a microbiological laboratory of the Libyan Petroleum Institute, and stored at 4 \({}^{\circ}\)C until use. The soil was air-dried for 48 h and all samples mixed to obtain one homogenous sample. Then, soil was sieved to 2 mm to remove gravel and stones. Soil pH was determined using soil suspensions in water as described by [9; 10]. Soil texture was analyzed using a Master Sizer 2000 (Malner International, London, UK). Mineralogy analysis was carried out using X-ray diffraction (XRD) (New York, NY, USA). Soil moisture content and water holding capacity were measured as described by [11]. Maximum water holding capacity (WHC) was determined as described by [12]. The petroleum products present in the soil samples were extracted using a Soxhlet Extraction System, New York, NY, USA (test method 35-40 \({}^{\circ}\)C) with dichloromethane to measure the total petroleum hydrocarbons (TPH) level. The heavy oil sample used in this study was obtained from Bouri oil field, Libya. The Bouri crude oil viscosity was measured using rotational viscometer, API gravity, and a CVM 3000 Viscometer (Shenzhen, China).
## 3 Test Schemes
### Test Materials and Device  
(1)Test materials  
Rock bolt: Rock bolts complying with standard TB/T 3209-2008, \"Technical condition of hollow rock bolt\" were provided by Hangzhou Tuqiang Engineering Materials Co., Ltd. (Hangzhou, China). The types of the rock bolt were \(\phi 25\times 5\). In order to measure the tensile properties of the rock bolts and study the effects of temperature stress on performance, according to the requirements of the Chinese national standard, \"Metallic Materials Tensile Testing at Ambient Temperature (GB/T 228-2002),\" these rock bolts were sampled, marked, and stretched. Test results for the mechanical performance of these rock bolts are shown in Table 1.  
Cement: The type of the cement was P\(\cdot\)O 42.5 Lafarge ordinary Portland cement produced by Dujiangyan City, Sichuan Province. The density of the cement was 3.1 g/cm\({}^{3}\), the specific surface area was 328 m\({}^{2}\)/kg, and the water requirement of normal consistency was 26.8%. The main parameters are shown in Table 2. Detection results showed that all indicators met the Chinese national standard requirements.  
Steel pipe: Seamless steel pipes of type DN75 were used. The wall thickness was 5 mm and the material type was Q235.  
\begin{table}
\begin{tabular}{c c c c c} \hline \hline \multirow{2}{*}{**Parameters**} & **Maximum Tensile Force** & **Cross Sectional Area** & **Ultimate Tensile Strength** & **Elongation** \\  & **(kN)** & **(mm\({}^{2}\))** & **(MPa)** & **(\%)** \\ \hline Test values & 161.5 & 314.2 & 514 & 19.47 \\ \hline \hline \end{tabular}
\end{table}
Table 1: Mechanical parameters of rock bolts.  
Resistance strain gauge: Type BFH120-3 AA gauges with a resistance value of 119% \(\pm\) 0.2% were used. The sensitivity coefficient and sensitive gate size were 2.05% \(\pm\) 0.23% and 6.9 mm \(\times\) 3.9 mm, respectively. It is a kind of self adhesive strain gauge.  
Strain gauge binder: Cyanoacrylate adhesive 502 produced by a Beijing chemical plant (Beijing, China) and South 704 silicone rubber produced by Liyang Kangda Chemical Co., Ltd. (Liyang, China) were used. The binder could endure temperatures from \(-\)50 \({}^{\circ}\)C up to +250 \({}^{\circ}\)C, conforming to Q/320481 KD-001-2010, \"Single Pack Room Temperature Environmental Silicone Rubber Executive Standard.\"  
Test instrument  
Static strain gauge: The static strain gauge was a model JC-4A produced by the Beijing Chuanger Building Test Technology Development Co., Ltd. (Beijing, China) and was connected to a PC through the CAN bus.  
Rock bolt shank tension meter: The model YML-30B rock bolt shank tension meter was produced by Shanghai ShenRui Testing Equipment Co., Ltd. (Shanghai, China).
## 4 The Dynamic Balance Experiment and Its Result Analysis
Based on the data in Table 2, the correcting vectors are calculated and the residual unbalance vibration are listed in Figure 9.5  
In Table 3, the correcting vectors \(\overset{\rightarrow}{C}_{R}\) are calculated according to the adaptive influence coefficient, the correcting vectors \(\overset{\rightarrow}{C}_{G}\) are calculated according to the gain parameters. It can be seen from Table 3, the influence coefficient accuracy and the balance accuracy have been improved through the adaptive method. Compared with the balance effect of the influence coefficient method, the correcting vectors tend to be stable and close to the ideal value based on the adaptive gain scheduling control. Meanwhile,  
\begin{table}
\begin{tabular}{c c c} \hline \hline \multirow{2}{*}{**Testing Times**} & \multicolumn{2}{c}{**The Influence Coefficient**} & \multirow{2}{*}{**The Correcting Vector (g-cm.\(\angle^{\circ}\))**} & \multirow{2}{*}{**Residual Unbalance Vibration Vector (um.\(\angle^{\circ}\))**} \\  & \multicolumn{2}{c}{**(g-cm.\(\angle^{\circ}\))**} & & \\ \hline \multirow{4}{*}{1} & \(\overset{\overset{\rightarrow}{C}}{C}_{R}=\) & 145.1\(\angle\) 148 & \multirow{4}{*}{\(\overset{\rightarrow}{V}=\) \\  & 121.4\(\angle\) 122.3 & 98.8\(\angle\) 135 & \(\overset{\rightarrow}{C}_{R}=\) \\  & 272.  
the residual unbalance vibrations of the testing points tend to be average and small. The more that the balance time is at the same speed, the more accurate the gain value and the much better the balance effect are. In order to demonstrate the effectiveness of the proposed method in this paper, the other experimental results are shown as Table 4 based on the same method above. It can be seen from Table 4, that a good balance effect has been obtained at other balance speeds, and the gain parameters adaption and scheduling control method proposed in this paper is effective.
_applied sciences_  
_Article_  
Stress and Deformation Failure Characteristics Surrounding  
Rock in Rectangular Roadways with Super-Large Sections  
[PERSON] 1,2,*, [PERSON] 1,*,*, [PERSON] 1, [PERSON] 1, [PERSON] 1, [PERSON] 1 and [PERSON] 1  
1 College of Energy Engineering, Xi'an University of Science and Technology; Xi'an 710054, China; [EMAIL_ADDRESS] (J.W.); [EMAIL_ADDRESS] (B.W.); [EMAIL_ADDRESS] (Z.Y.); [EMAIL_ADDRESS] (J.W.); [EMAIL_ADDRESS] (Y.T.)
2 Key Laboratory of Western Mine Exploration and Hazards Prevention, Ministry of Education, Xi'an University of Science and Technology, Xi'an 710054, China
* Correspondence: [EMAIL_ADDRESS] (B.Z.); [EMAIL_ADDRESS] (H.C.); Tel.: +86-131-5217-5386 (B.Z.); +86-153-3234-9176 (H.C.)  
**Abstract:** This paper presents our study of the deformation and failure characteristics surrounding rock in roadways with super-large sections during the integrated coal pillar excavation, filling and retention process between coalfaces. Based on the theory of complex variable function, the mapping accuracy of conformal transformation is improved, and an analytical solution for surrounding rock stress in super-large sections of roadway is derived. The stress distribution law of the surrounding rock of rectangular roadways is analyzed, and numerical simulation software is used for supplementary analysis and verification. According to the research findings, the compressive stresses on two sides and the tensile stress on the roof of a rectangular roadway with super-large sections decreased with the increase in the side-pressure coefficient; however, when the side-pressure coefficient increased to a certain point, those two sides changed from a pressure-bearing status to a tensile force-bearing status, while the roof changed from a tensile force-bearing status to a pressure-bearing status. In these stress changes, all the stresses upon the surrounding rock of roadways were compressive stresses and the two critical side-pressure coefficient values were \(\lambda_{\text{up}}\) and \(\lambda_{\text{down}}\). As the aspect ratio of the roadway increased from 1 to 9, its \(\lambda_{\text{up}}\) increased from 1.823 to 5.865 and its \(\lambda_{\text{down}}\) increased from 0.549 to 0.888. When those side-pressure coefficients in the environment where a roadway is located exceed their critical values, tensile stress will take place on the roadway boundary and result in tensile failure, thus leading to instability in the roadway super-large section. The impact of the side-pressure coefficient upon the plastic zone range of roadway surrounding rock is greater than the impact of the roadway width. In order to secure stability in the surrounding rock of roadways with super-large sections during the excavation process, the side-pressure coefficient should remain around 1; in this situation, the plastic zone covers the smallest range and the relevant support work is the easiest. These research findings provide theoretical references for the excavation and support of roadways with super-large sections.  
**Keywords:** super-large section; rectangular roadway; complex function; conformal transformation; surrounding rock stress
## 3 Temperature-Based ET Models: Advantages, Drawbacks, and Evolution of Research  
These models use thermal remote sensing data provided as LST to estimate \(H\) and derive \(LE\) as a residual of the surface energy balance equation. This latter is then used to estimate ET. Temperature-based ET models are of different complexity levels and might be categorized as either single-source or two-source models, depending on how the contributions of soil and canopy to the overall heat flux were considered. Additionally, simplified methods were introduced. These methods involve defining a geometric shape, typically a triangle or trapezoid, formed using LST and a vegetation index (VI) or vegetation fraction. By determining the evaporative fraction within this space, ET can be estimated. These methods provide a simplified yet practical way to estimate ET without the need for complex models. However, they may have limitations in capturing the full complexity of ET processes compared to more advanced models. Figure 2 illustrates the chronological development of the listed models.  
Figure 2: Chronological Development of the most known temperature-based ET Models.
## 4 Antibiotics Inhibiting Aminoacylation of tRNA  
The aminoacylation of tRNAs by aaRSs has been found to be targeted by a large number of natural occurring antibiotics. This is perhaps not surprising considering the essential role aaRSs play in translation and with typically 18-20 different amino acid specific enzymes per bacterial cell. What is surprising is that very few aaRS inhibitors are actually used in a clinical setting. Pseudomonic acid or muiprocin is one example, yet is one of the most effective topically applied antibiotics used to combat methicillin resistant _S. aureus_. This antibiotic is a naturally occurring isoleucyl-tRNA synthetase inhibitor produced by _Pseudomonas fluorescens_ strains and works by docking onto the enzyme catalytic active site and competing with the isoleucine and ATP substrates for binding. This effectively prevents formation of the isoleucyl-adenylate reaction intermediate and therefore aminoacylation of tRNA\({}^{\text{1 le}}\). A number of natural aaRS inhibitors employ similar mechanisms to inhibit their respective aaRSs.  
Rationally designed stable mimics of aminoacyl-adenylate reaction intermediates have also been studied extensively and prove to be potent inhibitors of their respective aaRS _in vitro_. However, these inhibitors have issues with bioavailability and bacterial uptake and often do not sufficiently discriminate between bacterial and eukaryotic aaRSs for use as an effective antibiotic.  
Other aaRS inhibition mechanisms that prevent tRNA aminoacylation include amino acid mimics, non-competitive inhibitors that bind outside of the active site but modulate enzyme activity and antibiotics that directly bind to the substrate tRNA (mentioned earlier in text). We have recently reviewed these aaRS inhibitor mechanisms in detail [70] as have others in a number of excellent reviews [71; 72; 73; 74; 75; 76]. For the purposes of this tRNA review we will therefore focus on two novel but separate tRNA-dependent inhibition mechanisms employed by antibiotics that target leucyl-tRNA synthetase (LeuRS).