Nothing Special   »   [go: up one dir, main page]

You seem to have javascript disabled. Please note that many of the page functionalities won't work as expected without javascript enabled.
 
 
Sign in to use this feature.

Years

Between: -

Subjects

remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline

Journals

remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline

Article Types

Countries / Regions

remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline
remove_circle_outline

Search Results (685)

Search Parameters:
Keywords = critical moment

Order results
Result details
Results per page
Select all
Export citation of selected articles as:
21 pages, 4894 KiB  
Article
An Analytical Model for the Plastic Bending of Anisotropic Sheet Materials, Incorporating the Strain-Hardening Effect
by Yaroslav Erisov, Alexander Kuzin and Andry Sedelnikov
Technologies 2024, 12(12), 236; https://doi.org/10.3390/technologies12120236 - 21 Nov 2024
Viewed by 227
Abstract
This study develops an analytical model for the plastic bending of anisotropic sheet materials, incorporating strain-hardening effects. The model, experimentally validated with aluminum alloy samples and digital image correlation, accurately predicts stress–strain distributions, bending moments, and thinning behavior in the bending processes. The [...] Read more.
This study develops an analytical model for the plastic bending of anisotropic sheet materials, incorporating strain-hardening effects. The model, experimentally validated with aluminum alloy samples and digital image correlation, accurately predicts stress–strain distributions, bending moments, and thinning behavior in the bending processes. The results reveal that while plastic anisotropy significantly increases the strain intensity, enhancing it by up to 15% on the inner surface relative to the outer under identical bending radius, it does not affect the position of the neutral layer. Strain hardening, on the other hand, raises the bending moment by approximately 12% and contributes to material thinning, which can reach 3% at smaller bend radii. Furthermore, quantitative analysis shows that decreasing the bend radius intensifies the strain, impacting the final geometry of the workpiece. These findings provide valuable insights for optimizing die design and material selection in forming processes involving anisotropic materials, enabling engineers to more precisely control the force requirements and product dimensions in applications where accurate bending characteristics are critical. Full article
(This article belongs to the Special Issue Technological Advances in Science, Medicine, and Engineering 2024)
Show Figures

Figure 1

Figure 1
<p>There is a distribution of materials based on their hardening ability (<b>a</b>) and plastic anisotropy of properties (<b>b</b>).</p>
Full article ">Figure 2
<p>There is a schematic of the stressed and deformed state during circular bending considering the zone of non-monotonic deformation.</p>
Full article ">Figure 3
<p>There is a cross-section of the material particle of the bending sheet in a plane perpendicular to the bend edge: before deformation (<b>left</b>) and after deformation (<b>right</b>).</p>
Full article ">Figure 4
<p>Drawings (<b>a</b>) and a photo (<b>b</b>) of the experimental tooling for the bending process (<b>left part</b>—initial state; <b>right part</b>—state at the end of bending): 1—shank; 2—upper plate; 3—punch; 4—lower plate and die; 5—guide column; 6—bolt; 7—billet.</p>
Full article ">Figure 5
<p>General view of the test bench: 1—universal testing machine TIRAtest 28300; 2—non-contact strain measurement system Vic-2D; 3—single-operating die for two-angle bending.</p>
Full article ">Figure 6
<p>Distribution of tangential (<b>a</b>) and radial (<b>b</b>) strains, and strain intensity (<b>c</b>).</p>
Full article ">Figure 6 Cont.
<p>Distribution of tangential (<b>a</b>) and radial (<b>b</b>) strains, and strain intensity (<b>c</b>).</p>
Full article ">Figure 7
<p>Comparison of calculation (lines) and experimental results (points): strain intensity (<b>a</b>), and tangential and radial (<b>b</b>) strains.</p>
Full article ">Figure 8
<p>The dependence of strain intensity on the bending radius of a workpiece made of 8011A alloy.</p>
Full article ">Figure 9
<p>The dependence of geometric parameters of the bending process for a workpiece made of 8011A alloy on the bending radius: radii of the neutral surfaces (<b>a</b>) and thinning of the workpiece (<b>b</b>).</p>
Full article ">Figure 10
<p>The effect of hardening on strain intensity during bending of an isotropic billet (black—<span class="html-italic">n</span> = 0; red—<span class="html-italic">n</span> = 0.15; green—<span class="html-italic">n</span> = 0.30).</p>
Full article ">Figure 11
<p>Influence of hardening on the radii of the neutral stress and the final deformation layers (<b>a</b>) and thickness (<b>b</b>) during the bending of an isotropic billet (black—<span class="html-italic">n</span> = 0; red—<span class="html-italic">n</span> = 0.15; green—<span class="html-italic">n</span> = 0.30).</p>
Full article ">Figure 12
<p>Influence of hardening on the bending moment during bending of an isotropic billet (black—<span class="html-italic">n</span> = 0; red—<span class="html-italic">n</span> = 0.15; green—<span class="html-italic">n</span> = 0.30).</p>
Full article ">Figure 13
<p>Influence of the anisotropy on strain intensity during bending of an anisotropic billet (black—<span class="html-italic">β</span> = 0.55; red—<span class="html-italic">β</span> = 1.15; green—<span class="html-italic">β</span> = 2.15).</p>
Full article ">Figure 14
<p>Influence of the anisotropy on the bending moment during bending of an anisotropic billet (black—<span class="html-italic">β</span> = 0.55; red—<span class="html-italic">β</span> = 1.15; green—<span class="html-italic">β</span> = 2.15).</p>
Full article ">
9 pages, 388 KiB  
Article
Comparison of Oxidative Stress Markers with Clinical Data in Patients Requiring Anesthesia in an Intensive Care Unit
by Fatih Segmen, Semih Aydemir, Onur Küçük, Cihangir Doğu and Recep Dokuyucu
J. Clin. Med. 2024, 13(22), 6979; https://doi.org/10.3390/jcm13226979 - 20 Nov 2024
Viewed by 240
Abstract
Objectives: The aim of this study is to assess the oxidative stress status in patients requiring intensive care unit (ICU) admission before initiating ICU treatment, by measuring the total oxidant level (TOS) and total antioxidant level (TAS) and oxidative stress index (OSI) levels. [...] Read more.
Objectives: The aim of this study is to assess the oxidative stress status in patients requiring intensive care unit (ICU) admission before initiating ICU treatment, by measuring the total oxidant level (TOS) and total antioxidant level (TAS) and oxidative stress index (OSI) levels. Additionally, we aim to explore the correlation between these oxidative stress markers and biochemical and hematological parameters. Materials and Methods: A total of 153 patients treated in intensive care units were included in the study. Patients who met the patient admission criteria of the ethics committee of the intensive care medicine association were included in the study. Blood samples were taken at the first moment the patients were admitted to the intensive care unit (before starting treatment). In total, 60 healthy volunteers who were compatible with the patient group in terms of age and gender were included in the study as a control group. Patients who had previously received antioxidant treatment and cancer patients were excluded from the study. Results: The TOS was significantly higher in the patient group (13.4 ± 7.5) compared to controls (1.8 ± 4.4) (p = 0.021). TOS > 12.00 means a “very high oxidant level”. OSI was significantly higher in the patient group (689.8 ± 693.9) compared to the control group (521.7 ± 546.6) (p = 0.035). Ferritin levels were significantly higher in the patient group (546.5 ± 440.8 ng/mL) compared to controls (45.5 ± 46.5 ng/mL) (p < 0.001). Patients had significantly higher levels of C-reactive protein (CRP), procalcitonin (PCT), white blood cells (WBCs), immature granulocytes (IGs), zinc, and copper compared to the control group, indicating elevated inflammation and oxidative stress. CRP levels were 76.6 ± 85.9 mg/L in patients versus 5.6 ± 15.1 mg/L in controls (p < 0.001). PCT levels were 15.8 ± 8.6 ng/L in patients versus 2.3 ± 7.2 ng/L in controls (p = 0.012). Zinc and copper were also significantly elevated (p = 0.012 and p = 0.002, respectively). Conclusions: Our study provides valuable insights into the relationship between oxidative stress, inflammation, and trace elements, contributing to the growing understanding of oxidative stress as a prognostic tool in critical care. This could help to tailor therapeutic strategies aimed at reducing oxidative damage in ICU patients, enhancing patient outcomes. Full article
(This article belongs to the Section Intensive Care)
Show Figures

Figure 1

Figure 1
<p>Comparison of biochemical and hematological parameters between the groups.</p>
Full article ">
23 pages, 716 KiB  
Article
Influence of Foundation–Soil–Foundation Interaction on the Dynamic Response of Offshore Wind Turbine Jackets Founded on Buckets
by Carlos Romero-Sánchez, Jacob D. R. Bordón and Luis A. Padrón
J. Mar. Sci. Eng. 2024, 12(11), 2089; https://doi.org/10.3390/jmse12112089 - 19 Nov 2024
Viewed by 304
Abstract
This study investigates the impact of soil–structure interaction (SSI) and foundation–soil–foundation interaction (FSFI) on the dynamic behaviour of jacket substructures founded on buckets for offshore wind turbines. A parametric analysis was conducted, focusing on critical load cases for conservative foundation design. Different load [...] Read more.
This study investigates the impact of soil–structure interaction (SSI) and foundation–soil–foundation interaction (FSFI) on the dynamic behaviour of jacket substructures founded on buckets for offshore wind turbines. A parametric analysis was conducted, focusing on critical load cases for conservative foundation design. Different load configurations were examined: collinear wind and wave (fluid–structure interaction) loads, along with misaligned configurations at 45° and 90°, to assess the impact of different loading directions. The dynamic response was evaluated through key structural parameters, including axial forces, shear forces, bending moments, and stresses on the jacket. Simulations employed the National Renewable Energy Laboratory (NREL) 5MW offshore wind turbine mounted on the OC4 project jacket founded on suction buckets. An additional optimised jacket design was also studied for comparison. An OpenFAST model incorporating SSI and FSFI considering a homogeneous soil profile was employed for the dynamic analysis. The results highlight the significant role of the FSFI on the dynamic behaviour of multi-supported jacket substructure, affecting the natural frequency, acceleration responses, and internal forces. Full article
(This article belongs to the Section Ocean Engineering)
Show Figures

Figure 1

Figure 1
<p>Representation of the NREL 5MW OWT mounted on a jacket founded on buckets.</p>
Full article ">Figure 2
<p>Geometry of the OC4 jacket with buckets. The diameter and thickness of each leg level <math display="inline"><semantics> <msub> <mi mathvariant="normal">L</mi> <mi mathvariant="normal">i</mi> </msub> </semantics></math> and bracings <math display="inline"><semantics> <msub> <mi mathvariant="normal">B</mi> <mi mathvariant="normal">i</mi> </msub> </semantics></math> are provided at the left of the figure in millimetres.</p>
Full article ">Figure 3
<p>Plan view illustrating the loading direction on the OWT.</p>
Full article ">Figure 4
<p>Power Spectral Densities in the fore–aft direction obtained from the response of the 5 MW OWT on the OC4 jacket in parked conditions, under fixed, SSI without FSFI, and SSI with FSFI hypotheses.</p>
Full article ">Figure 5
<p>Time history responses corresponding to accelerations at the tower top subjected to environmental loads in the fore-aft direction during power production.</p>
Full article ">Figure 6
<p>Peak response in terms of accelerations at the tower top, shear forces, and bending moments at the base of the legs for all load cases and SSI hypotheses, during power production. OC4 jacket.</p>
Full article ">Figure 7
<p>RMS response in terms of shear forces and bending moments at the base of the legs for all load cases and SSI hypotheses, during power production. OC4 jacket.</p>
Full article ">Figure 8
<p>Frequency response for accelerations at the tower top, shear forces, and bending moments at the base of the leg obtained from the OWT on the OC4 jacket in power production, under fixed, SSI without FSFI, and SSI with FSFI hypotheses. Load case E-2. Load direction C45.</p>
Full article ">Figure 9
<p>RMS response in terms of shear force and bending moment at the OC4 jacket during both power production and parked modes.</p>
Full article ">Figure 10
<p>Peak and RMS von Mises stress responses in the OC4 jacket for the different load cases and SSI hypotheses under power production. Coloured bars are used to represent stresses in leg members, and grey bars for stresses in bracing elements.</p>
Full article ">Figure 11
<p>Geometry of the optimised jacket with buckets. The diameter and thickness of each leg level <math display="inline"><semantics> <msub> <mi mathvariant="normal">L</mi> <mi mathvariant="normal">i</mi> </msub> </semantics></math> and bracings <math display="inline"><semantics> <msub> <mi mathvariant="normal">B</mi> <mi mathvariant="normal">i</mi> </msub> </semantics></math> are provided at the right of the figure in millimetres.</p>
Full article ">Figure 12
<p>Power Spectral Densities in the fore–aft direction obtained from the response of the 5MW OWT on the OC4 jacket and of the optimised jacket in parked conditions, under fixed, SSI without FSFI, and SSI with FSFI hypotheses.</p>
Full article ">Figure 13
<p>Peak response in terms of accelerations at the tower top, shear forces, and bending moments at the base of the legs for all load cases and SSI hypotheses, during power production. Optimised jacket.</p>
Full article ">Figure 14
<p>RMS response in terms of shear forces and bending moments at the base of the legs for all load cases and SSI hypotheses, during power production. Optimised jacket.</p>
Full article ">Figure 15
<p>Peak and RMS von Mises stress responses in the optimised jacket for the different load cases and SSI hypotheses under power production. Coloured bars are used to represent stresses in leg members, and grey bars for stresses in bracing elements.</p>
Full article ">
15 pages, 3676 KiB  
Article
A Novel Gene, OsRLCK191, Involved in Culm Strength Improving Lodging Resistance in Rice
by Huilin Chang, Hanjing Sha, Shiwei Gao, Qing Liu, Yuqiang Liu, Cheng Ma, Bowen Shi and Shoujun Nie
Int. J. Mol. Sci. 2024, 25(22), 12382; https://doi.org/10.3390/ijms252212382 - 18 Nov 2024
Viewed by 319
Abstract
Lodging is one of the major problems in rice production. However, few genes that can explain the culm strength within the temperate japonica subspecies have been identified. In this study, we identified OsRLCK191, which encodes receptor-like cytoplasmic kinase and plays critical roles [...] Read more.
Lodging is one of the major problems in rice production. However, few genes that can explain the culm strength within the temperate japonica subspecies have been identified. In this study, we identified OsRLCK191, which encodes receptor-like cytoplasmic kinase and plays critical roles in culm strength. OsRLCK191 mutants were produced by the CRISPR-Cas9 DNA-editing system. Compared with wild types (WTs), the bending moment of the whole plant (WP), the bending moment at breaking (BM), and the section modulus (SM) were decreased in rlck191 significantly. Although there is no significant decrease in the culm length of rlck191 compared with the WT; in the mutant, except the length of the fourth internode being significantly increased, the lengths of other internodes are significantly shortened. In addition, the yield traits of panicle length, thousand-seed weight, and seed setting rate decreased significantly in rlck191. Moreover, RNA-seq experiments were performed at an early stage of rice panicle differentiation in shoot apex. The differentially expressed genes (DEGs) are mainly involved in cell wall biogenesis, cell wall polysaccharide metabolic processes, cellar component biogenesis, and DNA-binding transcription factors. Transcriptome analysis of the cell wall biological process pathways showed that major genes that participated in the cytokinin oxidase/dehydrogenase family, cellulose synthase catalytic subunit genes, and ethylene response factor family transcription factor were related to culm strength. Our research provides an important theoretical basis for analyzing the lodging resistance mechanism and lodging resistance breeding of temperate japonica. Full article
(This article belongs to the Section Molecular Plant Sciences)
Show Figures

Figure 1

Figure 1
<p>CRISPR/Cas9-induced <span class="html-italic">OsRLCK191</span> gene modification in rice. (<b>a</b>) A schematic of the <span class="html-italic">OsRLCK191</span> gene structure and target site. Introns are indicated with black lines. The protospacer-adjacent motif (PAM) site is underlined; (<b>b</b>) A schematic presentation of the T-DNA structure in the CRISPR/Cas9-mediated genome-editing construct. The expression of Cas9 is driven by the maize ubiquitin promoter (Pubi); the expression of the sgRNA scaffold is driven by the rice U3b promoter (OsU6a); the expression of hygromycin (HPT) is driven by two CaMV35S promoters (2 × 35S). Abbreviations: NLS, nuclear localization signal; LB and RB, left border and right border, respectively. (<b>c</b>) Nucleotide sequences at the target site in the T<sub>0</sub> mutant rice plants. The target site nucleotides are indicated with capital letters. The PAM is underlined. The dashes indicate deleted nucleotides. The red letters indicate inserted or substituted nucleotides.</p>
Full article ">Figure 2
<p>The identification of culm strength in homozygous mutant lines. (<b>a</b>–<b>d</b>) The bending moment of the whole plant, bending moment at breaking, section modulus, and bending stress of wild-type and mutant lines measured on the second internode. (<b>e</b>–<b>h</b>) The bending moment of the whole plant, bending moment at breaking, section modulus, and bending stress of wild-type and mutant lines measured on the third internode. Asterisks indicate significant differences between the wild type and mutant: <span class="html-italic">p</span> &lt; 0.05 (Tukey’s test). *, ***, and **** represent significant differences at 5%, 1%, and 0.01% levels, respectively.Each bar indicates the mean ± SD (<span class="html-italic">n</span> = 6).</p>
Full article ">Figure 3
<p>Cross-sections of the basal internode in wild type and <span class="html-italic">rlck191</span>. (<b>a</b>) Wild type. (<b>b</b>) Mutant type <span class="html-italic">rlck191</span>. Red dashed box indicates location of amplification. Red scale bars, 0.5 cm; White scale bars, 300 μm. (<b>c</b>) Culm thickness of wild type and rlck191. Each bar indicates mean ± SD (<span class="html-italic">n</span> = 6), **** represent significant difference at 0.01% level.</p>
Full article ">Figure 4
<p>Agronomic trait values of wild type and mutant <span class="html-italic">rlck191</span>. (<b>a</b>) Culm length. (<b>b</b>) Contribution of each internode to plant height. I–V indicate internodes from base to head. (<b>c</b>) Length of each internode. Data are expressed as mean ± SD. *, **, ***, and **** represent significant differences at 5%, 1%, 0.1%, and 0.01% levels, respectively. Two-tailed Welch’s <span class="html-italic">t</span>-test was performed by Graphpad Prism 9.5 software. (<b>d</b>) Panicle length. (<b>e</b>) Thousand-grain weight. (<b>f</b>) Seed setting rate. (<b>g</b>) Panicle number per plant. (<b>h</b>) Grain number per panicle.</p>
Full article ">Figure 5
<p>RNA-seq analyses of the <span class="html-italic">rlck191</span> mutant. (<b>a</b>) The volcano map of DEGs between WT plants and mutant plants. (<b>b</b>) The KEGG enrichment analysis of the differentially expressed genes and proteins presented in a bubble chart. (<b>c</b>) The GO analysis of the DEGs. Enriched significantly different GO terms with both <span class="html-italic">p</span> value &lt; 0.05 and <span class="html-italic">p</span> adjust &lt; 0.001.</p>
Full article ">Figure 6
<p>The validation of RNA-seq for the WT and <span class="html-italic">rlck191</span>. (<b>a</b>) Expression profiles and quantitative levels of DEGs. (<b>b</b>) The correlation analysis of qRT-PCR and RNA-seq. The area between the two dotted lines represents the 95% confidence interval.</p>
Full article ">Figure 7
<p>Expression of DEGs between the WT and <span class="html-italic">rlck191</span>. (<b>a</b>–<b>d</b>) The DEGs of the GSEA. (<b>e</b>) A heat map of the transcript level of downregulated genes and upregulated genes.</p>
Full article ">
17 pages, 7037 KiB  
Article
Experimental Study on the Bending Mechanical Properties of Socket-Type Concrete Pipe Joints
by Xu Liang, Jian Xu, Xuesong Song, Zhongyao Ren and Li Shi
Buildings 2024, 14(11), 3655; https://doi.org/10.3390/buildings14113655 - 17 Nov 2024
Viewed by 271
Abstract
In modern infrastructure construction, the socket joint of concrete pipelines is a critical component in ensuring the overall stability and safety of the pipeline system. This study conducted monotonic and cyclic bending loading tests on DN300 concrete pipeline socket joints to thoroughly analyse [...] Read more.
In modern infrastructure construction, the socket joint of concrete pipelines is a critical component in ensuring the overall stability and safety of the pipeline system. This study conducted monotonic and cyclic bending loading tests on DN300 concrete pipeline socket joints to thoroughly analyse their bending mechanical properties. The experimental results indicated that during monotonic loading, the relationship between the joint angle and bending moment exhibited nonlinear growth, with the stress state of the socket joint transitioning from the initial contact between the rubber ring and the socket to the eventual contact between the spigot and socket concrete. During the cyclic loading phase, the accumulated joint angle, secant stiffness, and bending stiffness of the pipeline interface significantly increased within the first 1 to 7 cycles and stabilised between the 8th and 40th cycles. After 40 cycles of loading, the bending stiffness of the joint reached 1.5 kN·m2, while the stiffness of the pipeline was approximately 8500 times that of the joint. Additionally, a finite element model for the monotonic loading of the concrete pipeline socket joint was established, and the simulation results showed good agreement with the experimental data, providing a reliable basis for further simulation and analysis of the joint’s mechanical performance under higher loads. This study fills the gap in research on the mechanical properties of concrete pipeline socket joints, particularly under bending loads, and offers valuable references for related engineering applications. Full article
Show Figures

Figure 1

Figure 1
<p>Flexural loading test of full-sized concrete pipeline–socket interface: (<b>a</b>) side view; (<b>b</b>) top view.</p>
Full article ">Figure 2
<p>(<b>a</b>) Physical drawing of test pipe fitting; (<b>b</b>) pipe interfacial dimensions (mm).</p>
Full article ">Figure 3
<p>Assembly diagram of the pipeline–socket interface.</p>
Full article ">Figure 4
<p>Calculation diagram of pipeline interfacial bending deformation.</p>
Full article ">Figure 5
<p>Cyclic loading time-history curves: (<b>a</b>) Test 2 with a cyclic load amplitude of 10.5 kN; (<b>b</b>) Test 3 with a cyclic load amplitude of 17.5 kN.</p>
Full article ">Figure 6
<p>Monotonic bending loading test process for pipeline joints: (<b>a</b>) before loading; (<b>b</b>) during loading; (<b>c</b>) after loading.</p>
Full article ">Figure 7
<p>Load (jack’s output)–displacement curves of the concrete pipeline–socket interface under monotonic loading.</p>
Full article ">Figure 8
<p>Rubber ring deformation during bending loading of concrete pipeline socket joints: (<b>a</b>) twist; (<b>b</b>) slippage.</p>
Full article ">Figure 9
<p>Moment–rotation angle curves of concrete pipeline–socket interface under monotonic loading.</p>
Full article ">Figure 10
<p>Cumulative rotation angles and numbers of cycles for the concrete pipeline–socket interface under cyclic loading. Note: The letters (O, A, B, C) in the figure are used to differentiate the segments of the curve.</p>
Full article ">Figure 11
<p>Deformation of the concrete pipeline–socket interface under cyclic loading.</p>
Full article ">Figure 12
<p>Bending moment–rotation angle curves for cyclic loading tests on the concrete pipeline–socket interface: (<b>a</b>) Test 2 (peak cyclic load of 10.5 kN); (<b>b</b>) Test 3 (peak cyclic load of 17.5 kN).</p>
Full article ">Figure 13
<p>Secant stiffness of the cyclic hysteresis curve. Note: The black line represents the load-angle diagram in the cyclic experiment, while the red line indicates the chord of the curve.</p>
Full article ">Figure 14
<p>Variation curves of secant stiffness at the concrete pipeline–socket interface with increasing number of cycles.</p>
Full article ">Figure 15
<p>Curves of flexural stiffness of concrete pipeline–socket interface with increasing number of cycles.</p>
Full article ">Figure 16
<p>Three-dimensional finite model grid diagram of the concrete pipeline–socket interface.</p>
Full article ">Figure 17
<p>Bending moment–rotation angle curves of the concrete pipeline–socket interface under monotonic loading and corresponding numerical simulation.</p>
Full article ">Figure 18
<p>Displacement cloud map of the concrete pipeline–socket interface under a bending moment of 8 kN·m.</p>
Full article ">Figure 19
<p>Stress distribution cloud map of the concrete pipeline–socket interface under a bending moment of 8 kN·m.</p>
Full article ">
25 pages, 7465 KiB  
Article
Influence of Horizontal Distance Between Earthmoving Vehicle Load and Deep Excavation on Support Structure Response
by Ping Zhao, Zhanqi Wang, Youqiang Qiu and Panpan Guo
Buildings 2024, 14(11), 3604; https://doi.org/10.3390/buildings14113604 - 13 Nov 2024
Viewed by 360
Abstract
The objective of this paper is to investigate the influence of earthmoving vehicle load position on the deformation and internal force characteristics of a deep excavation (DE) support structure. The position of the earthmoving vehicle load near a DE is described by the [...] Read more.
The objective of this paper is to investigate the influence of earthmoving vehicle load position on the deformation and internal force characteristics of a deep excavation (DE) support structure. The position of the earthmoving vehicle load near a DE is described by the horizontal distance between the earthmoving vehicle load and the DE. A two-dimensional finite element model is established for simulating DE engineering under the earthmoving vehicle load. The load of the earthmoving vehicle is treated as the static load, and the influence of the earthmoving vehicle load on the excavation support structure is considered from the static point of view. The numerical results of the finite element model agree well with the measured data from the field, which verifies the validity of the model. On the basis of this model, multiple models are established by changing the horizontal distance (D) between the earthmoving vehicle and the DE. The influence of D on the support structure and its critical magnitude for ensuring safety were studied. The results show that the underground diaphragm wall (UDW) is the main component for which horizontal displacement occurs under the earthmoving vehicle load. The horizontal displacements of the support structure exhibit an asymmetric distribution. When D decreases from 20 m to 0.5 m, the horizontal displacement of the UDW near the loading side increases, and the maximum horizontal displacement occurs at the top of the excavation support structure. The critical magnitude of D for ensuring safety is found to be 1 m. When D is less than 1 m, the DE is in an unsafe state. The UDW is the main component subject to the bending component. The bending moment distribution exhibits an “S” shape. The maximum bending moment increases with the decrease in D, and it occurs at the intersection of the second support and the UDW. As D decreases, the axial force in the first internal support changes from pressure to tension. The axial forces in the second and third internal supports are both pressures. The axial force in the third internal support is the largest. The research results have a positive effect on the design and optimization of DE support structures under the earthmoving vehicle load. Full article
Show Figures

Figure 1

Figure 1
<p>Diagram of wheel distance of earthmoving vehicle.</p>
Full article ">Figure 2
<p>Position diagram of earthmoving vehicle under the most unfavorable load arrangement.</p>
Full article ">Figure 3
<p>Schematic diagram of the most unfavorable load layout.</p>
Full article ">Figure 4
<p>Section diagram of DE.</p>
Full article ">Figure 5
<p>Numerical model.</p>
Full article ">Figure 6
<p>Comparison of simulated and monitored horizontal displacement of UDW.</p>
Full article ">Figure 7
<p>Horizontal displacement cloud image of enclosure structure when the position of the earthmoving vehicle load changes: (<b>a</b>) <span class="html-italic">D</span> = 0.5 m; (<b>b</b>) <span class="html-italic">D</span> = 1.0 m; (<b>c</b>) <span class="html-italic">D</span> = 1.5 m; (<b>d</b>) <span class="html-italic">D</span> = 2.0 m; (<b>e</b>) <span class="html-italic">D</span> = 2.5 m; (<b>f</b>) <span class="html-italic">D</span> = 4.0 m; (<b>g</b>) <span class="html-italic">D</span> = 8.0 m; (<b>h</b>) <span class="html-italic">D</span> = 16.0 m; (<b>i</b>) <span class="html-italic">D</span> = 20 m.</p>
Full article ">Figure 7 Cont.
<p>Horizontal displacement cloud image of enclosure structure when the position of the earthmoving vehicle load changes: (<b>a</b>) <span class="html-italic">D</span> = 0.5 m; (<b>b</b>) <span class="html-italic">D</span> = 1.0 m; (<b>c</b>) <span class="html-italic">D</span> = 1.5 m; (<b>d</b>) <span class="html-italic">D</span> = 2.0 m; (<b>e</b>) <span class="html-italic">D</span> = 2.5 m; (<b>f</b>) <span class="html-italic">D</span> = 4.0 m; (<b>g</b>) <span class="html-italic">D</span> = 8.0 m; (<b>h</b>) <span class="html-italic">D</span> = 16.0 m; (<b>i</b>) <span class="html-italic">D</span> = 20 m.</p>
Full article ">Figure 8
<p>Comparison of maximum horizontal displacement of the left UDW.</p>
Full article ">Figure 9
<p>The relationship between maximum value and position of earthmoving vehicle shown by fitted curve.</p>
Full article ">Figure 10
<p>Bending moment cloud image of enclosure structure when the position of the earthmoving vehicle load changes: (<b>a</b>) D = 0.5 m; (<b>b</b>) D = 1.0 m; (<b>c</b>) D = 1.5 m; (<b>d</b>) D = 2.0 m; (<b>e</b>) D = 2.5 m; (<b>f</b>) D = 4.0 m; (<b>g</b>) D = 8.0 m; (<b>h</b>) D = 16.0 m; (<b>i</b>) D = 20 m.</p>
Full article ">Figure 11
<p>Comparison of bending moment of the left UDW when the position of the earthmoving vehicle load changes.</p>
Full article ">Figure 12
<p>Fitting curve of the connection between the maximum bending moment of the left UDW and the position of the earthmoving vehicle load.</p>
Full article ">Figure 13
<p>Axial force cloud image of support when load position of earthmoving vehicle is different: (<b>a</b>) D = 0.5 m; (<b>b</b>) D = 1.0 m; (<b>c</b>) D = 1.5 m; (<b>d</b>) D = 2.0 m; (<b>e</b>) D = 2.5 m; (<b>f</b>) D = 4.0 m; (<b>g</b>) D = 8.0 m; (<b>h</b>) D = 16 m; (<b>i</b>) D = 20 m.</p>
Full article ">Figure 13 Cont.
<p>Axial force cloud image of support when load position of earthmoving vehicle is different: (<b>a</b>) D = 0.5 m; (<b>b</b>) D = 1.0 m; (<b>c</b>) D = 1.5 m; (<b>d</b>) D = 2.0 m; (<b>e</b>) D = 2.5 m; (<b>f</b>) D = 4.0 m; (<b>g</b>) D = 8.0 m; (<b>h</b>) D = 16 m; (<b>i</b>) D = 20 m.</p>
Full article ">Figure 14
<p>Column diagram of axial force of interior support when load position of earthmoving vehicle is different: (<b>a</b>) first support; (<b>b</b>) second support; (<b>c</b>) third support.</p>
Full article ">Figure 15
<p>The fitting curve of the relation between the axial force of the support and the load position of the earthmoving vehicle: (<b>a</b>) first support; (<b>b</b>) second support; (<b>c</b>) third support.</p>
Full article ">
17 pages, 262 KiB  
Article
The Development of the Structure of Feeling in the Brazilian Liberation Theology Movement
by Danchun He and Paulos Huang
Religions 2024, 15(11), 1362; https://doi.org/10.3390/rel15111362 - 8 Nov 2024
Viewed by 520
Abstract
Raymond Williams’s concept of the “structure of feeling” aims to describe the shared experiences, attitudes, and emotions of social groups at specific historical moments. However, this theory has been criticized for lacking a rigorous theoretical framework, clear definitions, and boundaries, as well as [...] Read more.
Raymond Williams’s concept of the “structure of feeling” aims to describe the shared experiences, attitudes, and emotions of social groups at specific historical moments. However, this theory has been criticized for lacking a rigorous theoretical framework, clear definitions, and boundaries, as well as for failing to adequately explain its interaction with mainstream ideology. This paper attempts to address these issues through the lens of the Brazilian Liberation Theology movement. The “structure of feeling” established by Brazilian Liberation Theology departed from the traditional hierarchical system of the Church, aligning itself instead with emerging cultures and the practices of grassroots church communities. Under the repression of the military government, the mainstream Church began to accept certain aspects of Liberation Theology rather than viewing it solely as radical and threatening. Although Liberation Theology gradually waned after the fall of the military regime, its adjusted “structure of feeling”—devoid of its radical elements but still focused on social justice and poverty—profoundly impacted the global Catholic Church. The experience of the Brazilian Liberation Theology movement illustrates that a “structure of feeling” can transcend the dichotomy between consciousness and materiality and the crux lies in individuals discovering and asserting their own existence; such a “structure of feeling” can either emerge from within existing ideologies or challenge them directly; its relationship with mainstream ideology is significantly shaped by specific historical contexts; certain facets of emerging emotions are selectively incorporated into mainstream ideology, typically in ways that mitigate their more radical implications. Full article
26 pages, 1535 KiB  
Article
A Depreciation Method Based on Perceived Information Asymmetry in the Market for Electric Vehicles in Colombia
by Stella Domínguez, Samuel Pedreros, David Delgadillo and John Anzola
World Electr. Veh. J. 2024, 15(11), 511; https://doi.org/10.3390/wevj15110511 - 7 Nov 2024
Viewed by 752
Abstract
Throughout this article, an alternative depreciation method for electric vehicles (EVs) is presented, addressing the challenge of information asymmetry—a common issue in secondary markets. The proposed method is contrasted with traditional models, such as the Straight-Line Method (SLM), the Declining Balance Method, and [...] Read more.
Throughout this article, an alternative depreciation method for electric vehicles (EVs) is presented, addressing the challenge of information asymmetry—a common issue in secondary markets. The proposed method is contrasted with traditional models, such as the Straight-Line Method (SLM), the Declining Balance Method, and the Sum-of-Years Digits (SYD) method, as these classic approaches fail to adequately consider key factors such as mileage and secondary aspects like battery degradation and rapid technological obsolescence, which critically impact the residual value of used EVs. The presented approach employs an adverse selection model that incorporates buyers’ and sellers’ perceptions of vehicle quality from the information recorded on e-commerce platforms, improving the depreciation estimation. The results show that the proposed method offers greater accuracy by leveraging asymmetric information extracted from web portals. Specifically, the method identifies a characteristic intersection point, marking the moment when the model aligns most closely with the data obtained through traditional methods in terms of precision. The analysis through the density of price estimations by vehicle model year indicates that, beyond 1.8 months, the proposed model provides more reliable results than traditional methods. The proposed model allows buyers to identify undervalued assets and sellers to obtain a fair market value, mitigating the risks associated with adverse selection, reducing uncertainty, and increasing market transparency and trust. It fosters equitable pricing between buyers and sellers by addressing the implications of adverse selection, where sellers—possessing more information about the vehicle’s condition than buyers—can dominate market transactions. This model restores balance by ensuring fairer valuation based on vehicle usage, primarily addressing the lack of critical data available on e-commerce platforms, such as battery certifications, among others. Full article
Show Figures

Figure 1

Figure 1
<p>Depreciation methods most widely used in the literature. Adapted from [<a href="#B13-wevj-15-00511" class="html-bibr">13</a>,<a href="#B14-wevj-15-00511" class="html-bibr">14</a>,<a href="#B15-wevj-15-00511" class="html-bibr">15</a>,<a href="#B16-wevj-15-00511" class="html-bibr">16</a>,<a href="#B17-wevj-15-00511" class="html-bibr">17</a>,<a href="#B18-wevj-15-00511" class="html-bibr">18</a>,<a href="#B19-wevj-15-00511" class="html-bibr">19</a>,<a href="#B20-wevj-15-00511" class="html-bibr">20</a>,<a href="#B21-wevj-15-00511" class="html-bibr">21</a>,<a href="#B22-wevj-15-00511" class="html-bibr">22</a>,<a href="#B23-wevj-15-00511" class="html-bibr">23</a>,<a href="#B24-wevj-15-00511" class="html-bibr">24</a>,<a href="#B25-wevj-15-00511" class="html-bibr">25</a>,<a href="#B26-wevj-15-00511" class="html-bibr">26</a>,<a href="#B27-wevj-15-00511" class="html-bibr">27</a>,<a href="#B28-wevj-15-00511" class="html-bibr">28</a>,<a href="#B29-wevj-15-00511" class="html-bibr">29</a>,<a href="#B30-wevj-15-00511" class="html-bibr">30</a>,<a href="#B31-wevj-15-00511" class="html-bibr">31</a>,<a href="#B32-wevj-15-00511" class="html-bibr">32</a>,<a href="#B33-wevj-15-00511" class="html-bibr">33</a>,<a href="#B34-wevj-15-00511" class="html-bibr">34</a>,<a href="#B35-wevj-15-00511" class="html-bibr">35</a>,<a href="#B36-wevj-15-00511" class="html-bibr">36</a>,<a href="#B37-wevj-15-00511" class="html-bibr">37</a>,<a href="#B38-wevj-15-00511" class="html-bibr">38</a>,<a href="#B39-wevj-15-00511" class="html-bibr">39</a>,<a href="#B40-wevj-15-00511" class="html-bibr">40</a>,<a href="#B41-wevj-15-00511" class="html-bibr">41</a>,<a href="#B42-wevj-15-00511" class="html-bibr">42</a>,<a href="#B43-wevj-15-00511" class="html-bibr">43</a>,<a href="#B44-wevj-15-00511" class="html-bibr">44</a>,<a href="#B45-wevj-15-00511" class="html-bibr">45</a>,<a href="#B46-wevj-15-00511" class="html-bibr">46</a>,<a href="#B47-wevj-15-00511" class="html-bibr">47</a>,<a href="#B48-wevj-15-00511" class="html-bibr">48</a>,<a href="#B49-wevj-15-00511" class="html-bibr">49</a>,<a href="#B50-wevj-15-00511" class="html-bibr">50</a>,<a href="#B51-wevj-15-00511" class="html-bibr">51</a>,<a href="#B52-wevj-15-00511" class="html-bibr">52</a>,<a href="#B53-wevj-15-00511" class="html-bibr">53</a>,<a href="#B54-wevj-15-00511" class="html-bibr">54</a>,<a href="#B55-wevj-15-00511" class="html-bibr">55</a>,<a href="#B56-wevj-15-00511" class="html-bibr">56</a>,<a href="#B57-wevj-15-00511" class="html-bibr">57</a>,<a href="#B58-wevj-15-00511" class="html-bibr">58</a>,<a href="#B59-wevj-15-00511" class="html-bibr">59</a>,<a href="#B60-wevj-15-00511" class="html-bibr">60</a>,<a href="#B61-wevj-15-00511" class="html-bibr">61</a>].</p>
Full article ">Figure 2
<p>Data extraction and evaluation methodology.</p>
Full article ">Figure 3
<p>Process of extracting features from collected data, filtering by fuel type, URL standardization and variables such as make, model, price, model year and mileage.</p>
Full article ">Figure 4
<p>Pareto curve for vehicle sales distribution by brand.</p>
Full article ">Figure 5
<p>Target data distributions for electric vehicle depreciation analysis: (<b>a</b>) current price, (<b>b</b>) initial price, (<b>c</b>) model years, (<b>d</b>) accumulated mileage.</p>
Full article ">Figure 6
<p>Heatmap of correlation for the Target data.</p>
Full article ">Figure 7
<p>Variable relationships for the Target data: (<b>a</b>) initial price vs. current price, (<b>b</b>) model year vs. mileage, (<b>c</b>) initial price vs. depreciation, (<b>d</b>) mileage vs. depreciation.</p>
Full article ">Figure 8
<p>The figure illustrates the average annual depreciation by company and model using the Straight-Line Method (SLM). Subfigure (<b>a</b>) shows a heatmap highlighting variations across companies and models, while subfigure (<b>b</b>) presents a stacked bar chart, facilitating the visual comparison of the average annual depreciation. Both visualizations provide key insights into constant depreciation trends under the SLM.</p>
Full article ">Figure 9
<p>The figure illustrates the average annual depreciation by company and model using the Declining Balance Method. Subfigure (<b>a</b>) presents a heatmap highlighting the variations in accelerated depreciation across companies and models, while subfigure (<b>b</b>) uses a stacked bar chart to visually compare the average annual depreciation. These visualizations provide key insights into accelerated depreciation trends under the Declining Balance Method.</p>
Full article ">Figure 10
<p>The figure illustrates the average annual depreciation by company and model using the Sum-of-Years Digits (SYD) Method. Subfigure (<b>a</b>) presents a heatmap highlighting variations in accelerated depreciation across different companies and models, while subfigure (<b>b</b>) uses a stacked bar chart to facilitate the visual comparison of the average annual depreciation. These visualizations provide key insights into accelerated depreciation trends as applied by the SYD method.</p>
Full article ">Figure 11
<p>Identifying the break-even point using the adverse selection method.</p>
Full article ">Figure 12
<p>The figure illustrates the average annual depreciation by company and model using the Depreciation Method Based on Perceived Information Asymmetry. Subfigure (<b>a</b>) shows a heatmap highlighting variations in depreciation among different companies and models, based on consumers’ asymmetric perceptions of vehicle value. Subfigure (<b>b</b>) uses a stacked bar chart to visually compare the average annual depreciation under this approach. These visualizations provide key insights into depreciation trends influenced by perceived information asymmetry in the market.</p>
Full article ">Figure 13
<p>The absolute error for the employed methods is shown for (<b>a</b>) the Straight-Line Method (SLM), (<b>b</b>) the Declining Balance Method, (<b>c</b>) the Sum-of-Years Digits (SYD), and (<b>d</b>) the Depreciation Method considering the perception of asymmetric information.</p>
Full article ">Figure 14
<p>Error density of the Straight-Line Method (SLM), Declining Balance Method, and Sum-of-Years Digits Method (SYD) models and the proposed adverse selection method.</p>
Full article ">
23 pages, 10510 KiB  
Article
Experimental Study of Wave Load Distributions on Pile Groups Affected by Cap Structures and Pile Spacings Under Varied Wave Conditions
by Wanshui Han, Kai Zhou, Jiajia Wang, Lili Xiao, Xin Xu, Yuheng Xiang and Xi Yu
J. Mar. Sci. Eng. 2024, 12(11), 2005; https://doi.org/10.3390/jmse12112005 - 7 Nov 2024
Viewed by 357
Abstract
Wave-induced forces pose significant challenges to marine structures, especially pile groups, where cap structures and pile spacings play critical roles in load distribution and structural stability. A physical wave flume experiment was conducted to investigate the influences of cap structures and pile spacings [...] Read more.
Wave-induced forces pose significant challenges to marine structures, especially pile groups, where cap structures and pile spacings play critical roles in load distribution and structural stability. A physical wave flume experiment was conducted to investigate the influences of cap structures and pile spacings on wave load distributions under different wave conditions. Spatial and temporal variations in wave load distributions, including temporal variations in horizontal force, were measured as wave pressure rather than force. The results demonstrate that cap structures significantly alter the distributions of wave loads on pile groups. The integration of the cap increases the horizontal forces on the front pile and slightly reduces the vertical pressures across the pile group, particularly on the rear pile at relatively low elevations. The cap also delays the peak moment of horizontal force, especially in shallow water depths, where impact loads are more prominent and the cap induces water splash-back. Additionally, reducing pile spacing mitigates interference effects, optimizing the load distribution across piles by modulating flow velocity and pressure. The vertical pressure distribution exhibits a tiered pattern, with lower sections experiencing consistent loading, middle sections being subjected to higher loads at larger spacings, and upper sections being more affected by the cap at smaller spacings. As wave velocity and water depth increase, the differences in pressure intensity between pile groups with and without cap structures decrease, indicating the stabilizing effect of wave characteristics on structural response. This study provides insights into the design of marine pile group structures to optimize their performance characteristics under dynamic wave loading conditions. Full article
(This article belongs to the Section Coastal Engineering)
Show Figures

Figure 1

Figure 1
<p>Schematic diagram of the experimental tank.</p>
Full article ">Figure 2
<p>Overview photo of the site layout.</p>
Full article ">Figure 3
<p>Schematic diagrams of the structural models. (<b>a</b>) Solo pile group foundation model. (<b>b</b>) Integrated pile cap foundation model.</p>
Full article ">Figure 4
<p>Layout of specific measurement points in models. (<b>a</b>) Distribution of circumferential sensors. (<b>b</b>) Distribution of vertical sensors in solo pile group foundation model. (<b>c</b>) Distribution of vertical sensors integrated pile cap foundation model.</p>
Full article ">Figure 5
<p>Motion time–speed curve of push-plate scenarios.</p>
Full article ">Figure 6
<p>Wave phase division diagram.</p>
Full article ">Figure 7
<p>Time history of wave pressure at leading edge of pile (PG-S12-W45-V40): (<b>a</b>) blue lines: front pile—angle C1# and (<b>b</b>) orange lines: rear pile—angle C11#.</p>
Full article ">Figure 8
<p>Time history of wave pressure at leading edge of pile (PC-S12-W45-V40): (<b>a</b>) blue lines: front pile—angle C1# and (<b>b</b>) orange lines: rear pile—angle C11#.</p>
Full article ">Figure 9
<p>Vertical pressure distributions at various times at the leading edge of the pile (PG-S12-W45-V40): (<b>a</b>) front pile—angle C1# and (<b>b</b>) rear pile—angle C11#.</p>
Full article ">Figure 10
<p>Vertical pressure distributions at different times at leading edge of pile (PC-S12-W45-V40): (<b>a</b>) front pile—angle C1# and (<b>b</b>) rear pile—angle C11#.</p>
Full article ">Figure 11
<p>Comparison of vertical pressure distribution at leading edge of pile (PC-S12-W45-V40 &amp; PG-S12-W45-V40).</p>
Full article ">Figure 12
<p>Comparison of vertical pressure distribution on both sides of pile groups (PC-S12-W45-V40 and PG-S12-W45-V40): (<b>a</b>) internal angle 3# and 13# (60°) and (<b>b</b>) external angles 9# and 19# (300°).</p>
Full article ">Figure 13
<p>Vertical pressure distribution at peak moment at leading edge of pile under various conditions of Case PG-S12: (<b>a</b>) front pile—angle C1# and (<b>b</b>) rear pile—angle C11#.</p>
Full article ">Figure 14
<p>Vertical pressure distribution at peak moment at leading edge of pile under various conditions of Case PC-S12: (<b>a</b>) front pile—angle 1# and (<b>b</b>) rear pile—angle 11#.</p>
Full article ">Figure 15
<p>Vertical pressure distribution at the leading edge of the pile waves (PC-S12-W45-V40 and PC-S24-W45-V40).</p>
Full article ">Figure 16
<p>Comparison of vertical pressure distributions at different angles (PC-S12-W45-V40 and PC-S24-W45-V40): (<b>a</b>) front pile—internal angles 60° and 120°; (<b>b</b>) rear pile—internal angles 60° and 120°; (<b>c</b>) front pile—external angles 240° and 300°; and (<b>d</b>) rear pile—external angles 240° and 300°.</p>
Full article ">Figure 17
<p>Comparison of vertical pressure distributions at leading edges of piles with two different spacings under nine wave conditions: (<b>a</b>) front pile—water depth 35 cm—angle 1#; (<b>b</b>) rear pile—water depth 35 cm—angle 11#; (<b>c</b>) front pile—water depth 40 cm—angle 1#; (<b>d</b>) rear pile—water depth 40 cm—angle 11#; (<b>e</b>) front pile—water depth 45 cm—angle 1#; and (<b>f</b>) rear pile—water depth 45 cm—angle 11#.</p>
Full article ">Figure 18
<p>Two-step process for calculating horizontal resultant forces.</p>
Full article ">Figure 19
<p>Time histories of the horizontal resultant force curves under different scenarios: (<b>a</b>) front pile—water depth 35 cm; (<b>b</b>) rear pile—water depth 35 cm; (<b>c</b>) front pile—water depth 40 cm; (<b>d</b>) rear pile—water depth 40 cm; (<b>e</b>) front pile—water depth 45 cm; and (<b>f</b>) rear pile—water depth 45 cm.</p>
Full article ">Figure 20
<p>Horizontal resultant force vs. time curves under different water depths and pile spacings: (<b>a</b>) front pile—water depth 35 cm; (<b>b</b>) rear pile—water depth 35 cm; (<b>c</b>) front pile—water depth 40 cm; (<b>d</b>) rear pile—water depth 40 cm; (<b>e</b>) front pile—water depth 45 cm; and (<b>f</b>) rear pile—water depth 45 cm.</p>
Full article ">Figure 21
<p>Correlation between pile group effect factor kG and KC number for side-by-side arrangement subjected to regular non-breaking waves (adapted from Bonakdar and Oumeraci, 2015) [<a href="#B21-jmse-12-02005" class="html-bibr">21</a>].</p>
Full article ">
24 pages, 797 KiB  
Article
Research on the Behavior Influence Mechanism of Users’ Continuous Usage of Autonomous Driving Systems Based on the Extended Technology Acceptance Model and External Factors
by Juncheng Mu, Linglin Zhou and Chun Yang
Sustainability 2024, 16(22), 9696; https://doi.org/10.3390/su16229696 - 7 Nov 2024
Viewed by 525
Abstract
In recent years, with the advancement of urbanization and the increase in traffic congestion, the demand for autonomous driving has been steadily growing in order to promote sustainable urban development. The evolution of automotive autonomous driving systems significantly influences the progress of sustainable [...] Read more.
In recent years, with the advancement of urbanization and the increase in traffic congestion, the demand for autonomous driving has been steadily growing in order to promote sustainable urban development. The evolution of automotive autonomous driving systems significantly influences the progress of sustainable urban development. As these systems advance, user evaluations of their performance vary widely. Autonomous driving systems present both technological advantages and controversies, along with challenges. To foster the development of autonomous driving systems and facilitate transformative changes in urban traffic sustainability, this research aims to explore user behavior regarding the continued use of autonomous driving systems. It is based on an extended technology acceptance model, examining the impacts of user scale, perceived importance, post-experience regret, user driving habits, and external factors on the intention to continue using these systems. The conclusions are as follows. (1) A model design is constructed that uses user scale, perceived importance, and regret after experience as antecedent variables, with user driving habits as a mediating variable to explain the intention to continue using autonomous driving systems, demonstrating a degree of innovation. (2) It is verified that user driving habits are a key factor determining the intention to continue using these systems, highlighting the importance of user habits in the application of autonomous driving systems. (3) Perceived importance significantly affects both user driving habits and the intention to continue using the system, while regret after experience has a significant negative correlation only with habit formation and does not directly affect the intention to continue use, indicating that users are more concerned with the actual functionality and practicality of the system. (4) User scale is shown to indirectly influence the intention to continue using through various pathways, providing a new perspective for related theoretical research. (5) Aside from safety capabilities, other external factors such as economic benefits and technological stability significantly influence the intention to continue using, while the lack of significance for safety capabilities may be due to users trusting their own driving skills in critical moments. (6) The research results offer valuable references for the improvement and promotion of autonomous driving systems, emphasizing the practicality and usability of the system. (7) This study provides a new theoretical framework for the application of habit theory and regret theory in related fields. Therefore, through empirical analysis, this research delves into the key factors influencing the intention to continue using autonomous driving systems, offering certain reference value for the development of autonomous driving systems and contributing to their theoretical development and practical application. Full article
Show Figures

Figure 1

Figure 1
<p>Structural equation model.</p>
Full article ">Figure 2
<p>Hypothesis test results.</p>
Full article ">
11 pages, 2575 KiB  
Article
Load Modulation Affects Pediatric Lower Limb Joint Moments During a Step-Up Task
by Vatsala Goyal, Keith E. Gordon and Theresa Sukal-Moulton
Biomechanics 2024, 4(4), 653-663; https://doi.org/10.3390/biomechanics4040047 - 6 Nov 2024
Viewed by 399
Abstract
Introduction: Performance in a single step has been suggested to be a sensitive measure of movement quality in pediatric clinical populations. Although there is less information available in children with typical development, researchers have postulated the importance of analyzing the effect of body [...] Read more.
Introduction: Performance in a single step has been suggested to be a sensitive measure of movement quality in pediatric clinical populations. Although there is less information available in children with typical development, researchers have postulated the importance of analyzing the effect of body weight modulation on the initiation of stair ascent, especially during single-limb stance where upright stability is most critical. The purpose of this study was to investigate the effect of load modulation from −20% to +15% of body weight on typical pediatric lower limb joint moments during a step-up task. Methods: Fourteen participants between 5 and 21 years who did not have any neurological or musculoskeletal concerns were recruited to perform multiple step-up trials. Peak extensor support and hip abduction moments were identified during the push-off and pull-up stance phases. Linear regressions were used to determine the relationship between peak moments and load. Mixed-effects models were used to estimate the effect of load on hip, knee, and ankle percent contributions to peak support moments. Results: There was a positive linear relationship between peak support moments and load in both stance phases, where these moments scaled with load. There was no relationship between peak hip abduction moments and load. While the ankle and knee were the primary contributors to the support moments, the hip contributed more than expected in the pull-up phase. Discussion: Clinicians can use these results to contextualize movement differences in pediatric clinical populations, including in those with cerebral palsy, and highlight potential target areas for rehabilitation for populations such as adolescent athletes. Full article
(This article belongs to the Special Issue Personalized Biomechanics and Orthopedics of the Lower Extremity)
Show Figures

Figure 1

Figure 1
<p>A participant in the experimental set-up with retro-reflective markers.</p>
Full article ">Figure 2
<p>Representative kinetic (<b>A</b>,<b>C</b>) and kinematic (<b>B</b>,<b>D</b>) profiles from one participant during a no-load step up for the trailing leg (<b>A</b>,<b>B</b>) and the leading leg (<b>C</b>,<b>D</b>). On each <span class="html-italic">x</span>-axis, 0% corresponds to the start of a step-up trial at leading leg lift-off while 100% corresponds to the end of the trial at trailing leg initial contact with the step. On each <span class="html-italic">y</span>-axis, a positive magnitude indicates joint flexion/abduction while a negative magnitude indicates joint extension/adduction. Average hip abduction moments are in red. Individual lower limb sagittal plane moments are in gray, including the hip (gray dash), knee (gray dash–dot), and ankle (gray dot). The sum of these individual joint moments equals the extensor support moments shown in blue. Shaded regions represent one standard deviation. The black boxes on plots (<b>A</b>,<b>C</b>) indicate the push-off and pull-up stance phases, respectively.</p>
Full article ">Figure 3
<p>Peak support moments vs. load for the (<b>A</b>) push-off and (<b>B</b>) pull-up stance phases. All values are divided by their respective values in the no-load condition. The linear regression for both stance phases showed a significant relationship between the two variables, with y = 0.817x + 0.973 for the push-off phase (R<sup>2</sup> = 0.278) and y = 0.933x + 1.02 for the pull-up phase (R<sup>2</sup> = 0.498).</p>
Full article ">Figure 4
<p>Individual hip (orange), knee (yellow), and ankle (green) percent contributions to peak extensor support moment at the time of peak support moment for all loading conditions in the push-off stance phase (<b>A</b>,<b>C</b>,<b>E</b>) and the pull-up stance phase (<b>B</b>,<b>D</b>,<b>F</b>). A negative percent contribution represents a joint moment in flexion, while a positive percent contribution represents a joint moment in extension. Significant pairwise comparisons are shown by black brackets (corrected <span class="html-italic">p</span> &lt; 0.001).</p>
Full article ">Figure 5
<p>Peak hip abduction moments (red) and peak support moments (blue) vs. age for the no-load condition during the push-off and pull-up stance phases. Each point represents an individual no-load trial. All moment values are divided by participant weight, and colored arrows on the far left show the direction of increasing moment magnitude. Pearson’s correlation was significant for all relationships, with r-values of (<b>A</b>) +0.830, (<b>B</b>) +0.833, (<b>C</b>) +0.304, and (<b>D</b>) +0.358. Results indicate that the magnitude of peak hip abduction increases with age, while the magnitude of peak support moment decreases with age.</p>
Full article ">
17 pages, 4881 KiB  
Article
Stochastic Generation of Peak Ground Accelerations Based on Single Seismic Event Data for Safety Assessment of Structures
by Jihoon Seok and Jeeho Lee
Appl. Sci. 2024, 14(21), 10031; https://doi.org/10.3390/app142110031 - 3 Nov 2024
Viewed by 621
Abstract
The Korean Peninsula, characterized by low-to-moderate seismicity, faces a shortage of strong ground motion records, posing challenges for the seismic safety assessment of critical infrastructures. Given the rarity of large-magnitude earthquakes, generating a variety of earthquakes with rational values of Peak Ground Acceleration [...] Read more.
The Korean Peninsula, characterized by low-to-moderate seismicity, faces a shortage of strong ground motion records, posing challenges for the seismic safety assessment of critical infrastructures. Given the rarity of large-magnitude earthquakes, generating a variety of earthquakes with rational values of Peak Ground Acceleration (PGA) is essential for robust seismic fragility and risk analysis. To address this, a new stochastic approach is proposed to simulate artificial earthquakes at multiple source-to-site distances and derive the probability distribution of PGA based on recorded data from a single seismic event. Two key source parameters, seismic moment and corner frequency, are treated as random variables with a negative correlation, reflecting their uncertainties and dependence on source-to-site distance. The Monte Carlo simulation with copula sampling of the key source parameters generates Fourier spectra for artificial earthquakes, which are transformed into the time domain to yield PGA distributions at various distances. A comparison with recorded data shows that the proposed method effectively simulates ground motion intensities, with no statistically significant differences between the simulated results and recorded data (p>0.05). The present method of determining PGA distributions provides a robust framework to enhance seismic risk analysis for the safety assessment of structures. Full article
(This article belongs to the Special Issue Seismic Response and Safety Assessment of Building Structures)
Show Figures

Figure 1

Figure 1
<p>Relationship between (<b>a</b>) the source-to-site distance and seismic moment, (<b>b</b>) the source-to-site distance and corner frequency, and (<b>c</b>) corner frequency and seismic moment.</p>
Full article ">Figure 2
<p>Sampled corner frequency and seismic moment using five different copula functions: (<b>a</b>) Clayton, (<b>b</b>) Frank, (<b>c</b>) Gaussian, (<b>d</b>) Gumbel, and (<b>e</b>) t.</p>
Full article ">Figure 3
<p>Probability density histograms and probability distributions of (<b>a</b>) corner frequency, modeled with a lognormal distribution, and (<b>b</b>) seismic moment, modeled with a Burr distribution (left panel) The lines represent the histogram and distribution curve fitted to records (solid) and samples (dashed).</p>
Full article ">Figure 4
<p>Time histories of artificial earthquakes with median PGA at source-to-site distances of (<b>a</b>) 10 km, (<b>b</b>) 25 km, (<b>c</b>) 50 km, and (<b>d</b>) 75 km. Circles indicate the PGAs.</p>
Full article ">Figure 4 Cont.
<p>Time histories of artificial earthquakes with median PGA at source-to-site distances of (<b>a</b>) 10 km, (<b>b</b>) 25 km, (<b>c</b>) 50 km, and (<b>d</b>) 75 km. Circles indicate the PGAs.</p>
Full article ">Figure 5
<p>Response spectra for 100 out of 10,000 generated artificial earthquakes at source-to-site distances of (<b>a</b>) 10 km, (<b>b</b>) 25 km, (<b>c</b>) 50 km, and (<b>d</b>) 75 km. The black solid line represents the response spectrum for the median PGA of artificial earthquakes. The 100 spectra were chosen based on the smallest deviation between their individual PGAs and the median PGA.</p>
Full article ">Figure 5 Cont.
<p>Response spectra for 100 out of 10,000 generated artificial earthquakes at source-to-site distances of (<b>a</b>) 10 km, (<b>b</b>) 25 km, (<b>c</b>) 50 km, and (<b>d</b>) 75 km. The black solid line represents the response spectrum for the median PGA of artificial earthquakes. The 100 spectra were chosen based on the smallest deviation between their individual PGAs and the median PGA.</p>
Full article ">Figure 6
<p>Distribution of PGAs from artificial earthquakes at four different source-to-site distances, along with the PGAs from actual earthquakes at 20 stations. Circles represent individual PGAs from stations, while x marks indicate the median PGAs of artificial earthquakes. It is noted that generated PGAs for all source-to-site distances are truncated at 0.5 g for data visibility.</p>
Full article ">Figure 7
<p>Probability density histograms and corresponding probability distribution curves for PGAs at a source-to-site distance of (<b>a</b>) 10 km, (<b>b</b>) 25 km, (<b>c</b>) 50 km, and (<b>d</b>) 75 km. Each distribution curve, depicted by a solid line, was fitted with a lognormal distribution.</p>
Full article ">Figure 7 Cont.
<p>Probability density histograms and corresponding probability distribution curves for PGAs at a source-to-site distance of (<b>a</b>) 10 km, (<b>b</b>) 25 km, (<b>c</b>) 50 km, and (<b>d</b>) 75 km. Each distribution curve, depicted by a solid line, was fitted with a lognormal distribution.</p>
Full article ">Figure 8
<p>Source-to-site distance versus observed PGAs for the 2017 Pohang Earthquake recorded at 130 stations.</p>
Full article ">
14 pages, 1572 KiB  
Article
Artificial Neural Network-Based Data-Driven Parameter Estimation Approach: Applications in PMDC Motors
by Faheem Ul Rehman Siddiqi, Sadiq Ahmad, Tallha Akram, Muhammad Umair Ali, Amad Zafar and Seung Won Lee
Mathematics 2024, 12(21), 3407; https://doi.org/10.3390/math12213407 - 31 Oct 2024
Viewed by 613
Abstract
The optimal performance of direct current (DC) motors is intrinsically linked to their mathematical models’ precision and their controllers’ effectiveness. However, the limited availability of motor characteristic information poses significant challenges to achieving accurate modeling and robust control. This study introduces an approach [...] Read more.
The optimal performance of direct current (DC) motors is intrinsically linked to their mathematical models’ precision and their controllers’ effectiveness. However, the limited availability of motor characteristic information poses significant challenges to achieving accurate modeling and robust control. This study introduces an approach employing artificial neural networks (ANNs) to estimate critical DC motor parameters by defining practical constraints that simplify the estimation process. A mathematical model was introduced for optimal parameter estimation, and two advanced learning algorithms were proposed to efficiently train the ANN. The performance of the algorithms was thoroughly analyzed using metrics such as the mean squared error, epoch count, and execution time to ensure the reliability of dynamic priority arbitration and data integrity. Dynamic priority arbitration involves automatically assigning tasks in real-time depending on their relevance for smooth operations, whereas data integrity ensures that information remains accurate, consistent, and reliable throughout the entire process. The ANN-based estimator successfully predicts electromechanical and electrical characteristics, such as back-EMF, moment of inertia, viscous friction coefficient, armature inductance, and armature resistance. Compared to conventional methods, which are often resource-intensive and time-consuming, the proposed solution offers superior accuracy, significantly reduced estimation time, and lower computational costs. The simulation results validated the effectiveness of the proposed ANN under diverse real-world operating conditions, making it a powerful tool for enhancing DC motor performance with practical applications in industrial automation and control systems. Full article
(This article belongs to the Special Issue Applied Mathematics and Intelligent Control in Electrical Engineering)
Show Figures

Figure 1

Figure 1
<p>PMDC Model Diagram [<a href="#B1-mathematics-12-03407" class="html-bibr">1</a>].</p>
Full article ">Figure 2
<p>Performance of the ANN.</p>
Full article ">Figure 3
<p>Training State.</p>
Full article ">Figure 4
<p>Error Histogram.</p>
Full article ">Figure 5
<p>Training Dataset.</p>
Full article ">
9 pages, 567 KiB  
Article
Venous Thromboembolism and Decreased Serum Albumin in Children with Acute Lymphoblastic Leukemia: A Challenge for Endothelial Homeostasis?
by Paola Muggeo, Vito Michele Rosario Muggeo, Massimo Grassi, Teresa Perillo, Jessica Forte, Celeste Raguseo and Nicola Santoro
Hemato 2024, 5(4), 434-442; https://doi.org/10.3390/hemato5040032 - 31 Oct 2024
Viewed by 362
Abstract
Background: Serum albumin is crucial for critically ill patients. To date, several reports have focused on the influence of lower albumin levels on poorer prognosis and disease outcome in different subsets of critical clinical conditions varying from sepsis, to cirrhosis, renal failure, and [...] Read more.
Background: Serum albumin is crucial for critically ill patients. To date, several reports have focused on the influence of lower albumin levels on poorer prognosis and disease outcome in different subsets of critical clinical conditions varying from sepsis, to cirrhosis, renal failure, and cancer. In the last few years, investigators reported the role of serum albumin levels in predicting the thrombotic risk in patients with nephrotic syndrome, and, in particular, the degree of hypoalbuminemia seemed to influence the risk of thromboembolism. Decreased serum albumin has been associated with the risk of venous thromboembolism and mortality in adult cancer patients after ending chemotherapy for different malignancies. Aims: We aimed to investigate the role of serum albumin in a cohort of children diagnosed as having VTE (venous thromboembolism) during their treatment for acute lymphoblastic leukemia (ALL) compared to ALL children who did not experience VTE. Methods: A nested case-control study was conducted at the Pediatric Oncology and Hematology Department, University Hospital of Bari. A total of 167 patients were diagnosed as having ALL and treated according to AIEOP-BFM ALL 2000-R2006 protocol. Among these, 12 cases of VTE were recorded and matched to 31 controls, for a total of 43 ALL patients (30 males, aged 1.2–16.6 years) enrolled in the present study. Serum albumin level was collected at diagnosis—before the start of any treatment—(time point 0) and at the moment of the VTE or corresponding time point of the protocol (time point 1). Information on inherited thrombophilia genotype were also recorded. Results: Patients presenting VTE showed a marked reduction of average albumin levels as compared to the control children: t0–t1 1.1 IC (95%) = (0.55, 1.65) vs. 0.31 IC (95%) = (0.08, 0.55); p < 0.005. Conclusions: The reduction of serum albumin levels in our cohort might be an expression of altered vascular and endothelial homeostasis, likely predisposing to VTE. This important clinical observation warrants further larger studies. Full article
(This article belongs to the Section Leukemias)
Show Figures

Figure 1

Figure 1
<p>Scatterplot of albumin levels at time 0 and relative change. Black dots refer to patients who presented venous thromboembolism and grey triangles refer to patients who did not.</p>
Full article ">Figure 2
<p>Boxplots of albumin levels for cases and controls, at time point 0 (before any treatment) and time point 1 (event).</p>
Full article ">
23 pages, 10026 KiB  
Article
Enhancing Machining Efficiency: Real-Time Monitoring of Tool Wear with Acoustic Emission and STFT Techniques
by Luís Henrique Andrade Maia, Alexandre Mendes Abrão, Wander Luiz Vasconcelos, Jánes Landre Júnior, Gustavo Henrique Nazareno Fernandes and Álisson Rocha Machado
Lubricants 2024, 12(11), 380; https://doi.org/10.3390/lubricants12110380 - 31 Oct 2024
Viewed by 848
Abstract
Tool wear in machining is inevitable, and determining the precise moment to change the tool is challenging, as the tool transitions from the steady wear phase to the rapid wear phase, where wear accelerates significantly. If the tool is not replaced correctly, it [...] Read more.
Tool wear in machining is inevitable, and determining the precise moment to change the tool is challenging, as the tool transitions from the steady wear phase to the rapid wear phase, where wear accelerates significantly. If the tool is not replaced correctly, it can result in poor machining performance. On the other hand, changing the tool too early can lead to unnecessary downtime and increased tooling costs. This makes it critical to closely monitor tool wear and utilize predictive maintenance strategies, such as tool condition monitoring systems, to optimize tool life and maintain machining efficiency. Acoustic emission (AE) is a widely used technique for indirect monitoring. This study investigated the use of Short-Time Fourier Transform (STFT) for real-time monitoring of tool wear in machining AISI 4340 steel using carbide tools. The research aimed to identify specific wear mechanisms, such as abrasive and adhesive ones, through AE signals, providing deeper insights into the temporal evolution of these phenomena. Machining tests were conducted at various cutting speeds, feed rates, and depths of cut, utilizing uncoated and AlCrN-coated carbide tools. AE signals were acquired and analyzed using STFT to isolate wear-related signals from those associated with material deformation. The results showed that STFT effectively identified key frequencies related to wear, such as abrasive between 200 and 1000 kHz and crack propagation between 350 and 550 kHz, enabling a precise characterization of wear mechanisms. Comparative analysis of uncoated and coated tools revealed that AlCrN coatings reduced tool wear extending tool life, demonstrating superior performance in severe cutting conditions. The findings highlight the potential of STFT as a robust tool for monitoring tool wear in machining operations, offering valuable information to optimize tool maintenance and enhance machining efficiency. Full article
(This article belongs to the Special Issue Advances in Tool Wear Monitoring 2024)
Show Figures

Figure 1

Figure 1
<p>Micrograph of the quenched AISI 4340 steel.</p>
Full article ">Figure 2
<p>Sketch of the tensile test curve for AISI 4340 steel.</p>
Full article ">Figure 3
<p>Side-cut view of AlCrN coating with thickness of <math display="inline"><semantics> <mrow> <mn>4</mn> <mtext> </mtext> <mi mathvariant="sans-serif">μ</mi> <mi mathvariant="normal">m</mi> </mrow> </semantics></math> on hard metal substrate [<a href="#B31-lubricants-12-00380" class="html-bibr">31</a>].</p>
Full article ">Figure 4
<p>AE sensor fixation diagram for tensile and turning tests.</p>
Full article ">Figure 5
<p>Frequency response of the AE R15i sensor.</p>
Full article ">Figure 6
<p>AE signal due to elastic deformation of the AISI 4340 steel.</p>
Full article ">Figure 7
<p>AE signal due to the plastic deformation of AISI 4340 steel.</p>
Full article ">Figure 8
<p>AE signal due to fracture of AISI 4340 steel.</p>
Full article ">Figure 9
<p>STFT of the AE signal resulting from the turning of the AISI 4340 steel using uncoated tool, when machining under the following cutting conditions: cutting speed of 200 m/min, feed rate of 0.10 mm/rev, and depth of cut of 0.25 mm.</p>
Full article ">Figure 10
<p>STFTs of the AE signals resulting from the turning of the AISI 4340 steel, when machining under the following cutting conditions: cutting speed of 200 m/min, feed rate of 0.10 mm/rev and depth of cut of 0.25 mm.</p>
Full article ">Figure 10 Cont.
<p>STFTs of the AE signals resulting from the turning of the AISI 4340 steel, when machining under the following cutting conditions: cutting speed of 200 m/min, feed rate of 0.10 mm/rev and depth of cut of 0.25 mm.</p>
Full article ">Figure 11
<p>SEM of surface of nanostructured AlCrN-coated tool nose after machining with a cutting speed of 200 m/min, feed rate of 0.10 mm/rev, depth of cut of 0.25 mm.</p>
Full article ">Figure 12
<p>Thermographic images obtained during the turning of AISI 4340 steel with a cutting speed of 200 m min, feed rate of 0.10 mm/rev and depth of cut of 0.25 mm using an uncoated carbide tool. (<b>a</b>) Beginning of the chip entanglement. (<b>b</b>) After the chip entanglement.</p>
Full article ">Figure 13
<p>STFTs of the AE signals resulting from the turning of AISI 4340 steel with a cutting speed of 200 m/min, feed rate of 0.20 mm/rev and depth of cut of 0.75 mm.</p>
Full article ">Figure 14
<p>STFTs of the AE signals resulting from the turning of AISI 4340 steel with a cutting speed of 200 m/min, feed rate of 0.20 mm/rev and depth of cut of 0.75 mm. (<b>a</b>) Uncoated. (<b>b</b>) AlCrN. (<b>c</b>) Nanostructured AlCrN.</p>
Full article ">Figure 15
<p>STFTs of the AE signal during the turning of the AISI 4340 steel with a cutting speed of 250 m/min, feed rate of 0.20 mm/rev and depth of cut of 0.75 mm.</p>
Full article ">Figure 16
<p>SEM of the coated tools after turning AISI 4340 steel with a cutting speed of 250 m/min, feed rate of 0.20 mm/rev and depth of cut of 0.75 mm. (<b>a</b>) AlCrN-coated tool. (<b>b</b>) Nanostructured AlCrN-coated tool.</p>
Full article ">
Back to TopTop