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Since the wave is accompanied by the transfer of energy in the process of transmission, and the energy density at the node directly affects the bearing capacity and service performance of the steel truss cable-stayed bridge members and joints, this paper quantitatively studies the energy density at the key nodes of the long-span steel truss cable-stayed bridge from the perspective of the wave response of the structure. Firstly, according to the drawings of Xiangshan Bridge, a local finite element model of the steel truss cable-stayed bridge is established, and by changing the angle between the cable and the steel truss girder and the bending stiffness of the cable, the variation law of energy density at the connection node between the cable and the steel truss girder is obtained by changing the angle between the cable and the steel truss girder and the bending stiffness of the cableway. Due to the limitations of finite element wave analysis, from the perspective of theoretical analysis, this paper establishes the local scattering matrix at the node, proves the obtained law to a certain extent, and uses the return wave-light matrix method to analyze and solve the energy density at the connection node between the cable bar and the steel truss girder, and the final analytical solution is in good agreement with the numerical solution, which proves that the law obtained by numerical analysis is correct.

This article examines residual stress generation in U-ribbed steel bridge deck during welding, focusing on post-welding changes in the base material’s residual stress pattern. A thermo-elasto-plastic finite element analysis model was established to conduct numerical simulations of the welding process, summarizing the residual stress changes near the weld seam, the conclusion was drawn that the tensile and compressive forms of transverse residual stress on the upper and lower surfaces of the base plate were inconsistent. To validate the proposed numerical simulation method’s accuracy, the blind hole method was employed to measure welding-induced residual stress, and finite element analysis calculated calibration coefficients A and B, demonstrating the method’s effectiveness. Comparison of experimental measurements with numerical simulation outcomes validate the finite element simulation method’s accuracy and the adopted methodology’s feasibility. Based on these findings, a piecewise linear fitting approach was adopted to develop a simplified model of welding residual stress. The simplified model provides the initial conditions of residual stress for mechanical calculation of U-rib of the same type.

This paper focuses on the analysis of the stress state of a large-span frame pier-continuous box girder bridge with pier crossbeams anchored by pier crossbeams on the main pier of the Guangfo-Zhao Expressway. The bridge is constructed by the cantilever method, and a refined finite element model of the entire bridge is established using the finite element software Midas/FEA to analyze the stress state of the frame pier during the cantilever construction process. It is found that under the possible combined action of an unbalanced load during construction, the torsional resistance of the frame pier crossbeam does not meet the requirements of the design code. In order to eliminate the torsion of the frame piers, counterweights were used to monitor the frame piers during the construction of the box girders. In this paper, the theoretical calculation formula of the inclination angle of the end section of the frame pier crossbeam with the change of unbalanced bending moment, the calculation formula of the relationship between the horizontal displacement of the frame pier and the unbalanced bending moment, and the calculation formula corresponding to the relationship with the water tank counterweight are derived using the structural mechanics method. Two monitoring methods for the frame pier are proposed. In the construction monitoring of the bridge, the numerical fitting formula obtained by finite element numerical analysis calculation is compared with the calculated formula obtained by substituting the design parameters of the frame pier into the theoretical formula. The basic constants in both formulas are basically equal, verifying the correctness of the monitoring calculation formula proposed in this paper for the torsional resistance of the frame pier crossbeam. The applicability of the two monitoring methods is also compared and analyzed. This paper takes the main pier of Chaoyang overpass’s mainline bridge as the engineering background, which adopts the framework pier with a large-span prestressed concrete continuous box girder bridge. It analyzes the torsional state of the beam of the framework pier during the bridge construction process and conducts research on the construction monitoring of the framework pier crossbeam, providing valuable references for the construction monitoring of framework pier crossbeams in the construction of large-span framework pier continuous bridges in the future. The research results of this paper can provide assistance for the construction monitoring of similar projects. This paper’s innovation primarily resides in employing structural mechanics methods to compute the torsion of frame piers. On this basis, a simplified beam torsion calculation formula is proposed to strengthen its practical application in construction monitoring. The findings of this paper can help in the construction monitoring of similar projects.

Based on the theory of zero bending moment under constant load, various optimization methods exist for the top beam of large-span continuous rigid frame bridges. These include achieving zero bending moment at the root of the cantilever beam, at the control stage section, and through the zero deflection method. This study aims to explore the methods and effects of optimizing roof beam design using the constant load zero bending moment method and the “three group bundle method”. Using finite element modeling, the total number and eccentricity of prestressed tendons required for each suspended pouring block are determined. Additionally, the “three group beam matching method” is employed to adjust the steel beam, adhering to the design concept of “large cantilever beam matching and small cantilever beam matching”, to achieve a reasonable configuration of the top plate beam. Through specific engineering examples, the results demonstrate that utilizing the constant load zero moment method and the “three group bundle method” can significantly enhance the structural performance and economy of large-span continuous rigid frame bridges. Moreover, it offers practical operability, providing an important reference basis for similar project designs.

Abstract Background Variants in COL7A1 cause an extremely rare and clinically heterogeneous syndrome known as dystrophic epidermolysis bullosa pruriginosa (DEB‐Pr). Duplilumab, a fully humanized anti‐IL‐4Ra monoclonal antibody, can inhibit IL‐4 and IL‐13‐driven signaling. Methods Ethical Compliance: Following our Institutional Review Board, genetic testing has been made available after completing a signed informed consent form. This article presents the case study of a DEB‐Pr patient who received dupilumab therapy. Genomic DNA was extracted from the peripheral blood of the patient. Results The findings showed that a unique COL7A1 mutation was discovered in the patient who underwent genetic testing. As a result of the patient receiving dupilumab treatment, the individual reported experiencing significantly less itching and considerably improved erythema, less severe scales, crusts, and flattening of plaques. Conclusion In conclusion, the current investigation showed that to the best of our knowledge, this is the first DEB‐Pr patient with heterozygous COL7A1 (NM_000094.3:c.8110G>A [p. Gly2704Arg]) who responded positively to dupilumab treatment without experiencing any serious side effects.

An analytical study was carried out on an anchored circular pit with a submerged free surface in layered soil. The seepage field around the anchor circular pit was divided into three zones. Separate variable method was used to obtain the graded solution forms of head distribution in the column coordinate system for each of the three regions. Combined with the continuity condition between the regions the Bessel function orthogonality was used to obtain the explicit analytical solution of the seepage field in each region, and the infiltration line was determined. Comparison with the calculation results of Plaxis 2D 8.5 software verified the correctness of the analytical solution. Based on the analytical solution, the influence of the radius of the pit and the distance of the retaining wall from the top surface of the impermeable layer on the total head distribution on both sides of the retaining wall was analyzed. And the variation in the infiltration line was determined with the above parameters. The results show that as the pit radius, r, decreased, the total head on both sides of the retaining wall gradually increased, and the height of the submerged surface drop also increased. As the distance, a, between the retaining wall and the impermeable boundary at the bottom increased, the hydraulic head on the outer side of the retaining wall decreased and the head on the inner side increased. The height of the submerged surface drop increased with decreasing depth of insertion of the retaining wall. The depth of insertion of the retaining wall had a greater influence on the degree of diving surface drop than the pit radius.

An approach is presented to investigate the 1:2 internal resonance of the sling and beam of a suspension sling–beam system. The beam was taken as the geometrically linear Euler beam, and the sling was considered to be geometrically nonlinear. The dynamic equilibrium equation of the structures was derived using the modal superposition method, the D’Alembert principle and the Hamilton principle. The nonlinear dynamic equilibrium equations of free vibration and forced oscillation were solved by the multiple-scales method. We derived the first approximation solutions for the single-modal motion of the system. Numerical examples are provided to verify the correctness of formula derivation and obtain the amplitude–time response of free vibration, the primary resonance response, the amplitude–frequency response, and the amplitude–force response of forced oscillation. According to the analysis, it is evident that the combination system exhibits robust nonlinear coupling properties due to the presence of internal resonance, which are useful for engineering design.

With the rapid growth of traffic, the loads' design of many existing bridges can no longer meet the current vehicle load requirements, and the structural safety is seriously threatened. To ensure the structural safety of the bridge, it is necessary to monitor the bridge health and establish an early warning mechanism to prevent major accidents. The modern concrete bridge structure health monitoring based on damage identification proposed in this paper carried out principal component analysis of modern concrete bridges, and then this paper used principal component analysis (PCA) to locate the nonlinear damage source of the experimental model, which obtained the following conclusions. The maximum shear stress of the steel beam web is about 80 MPa，and the bulk stress of steel is reached at 7.5 MPa. Furthermore, to reduce the original data's dimensionality, PCA effectively retains the characteristic information of the original data; empirical examples from external factor are presented. The major advantage of applying this framework is that the structural damage identification is simple and reliable with its advantages of dimensionality reduction, noise reduction, and exclusion of out-of-bounds interference factors.

Due to the high cost of the bridge health monitoring system, only some large bridges are running the health monitoring system. This paper proposes methods for bridge structure damage and health diagnosis based on health monitoring. The establishment of various environmental load models, computer technology, and stochastic process analysis technology are equivalent to a large and complex system. The maximum longitudinal damage at the end fulcrum is about 24 mm, and the longitudinal damage does not exceed 6 kN. Moreover, the damage of the welding nail is caused by the temperature rise of 15 °C. The health monitoring of the bridge structure is ultimately to evaluate the health of the bridge structure. This paper analyses and evaluates the level of the cumulative damage of the bridge structure, which predicts the development trend of the damage, provides the bridge management department with timely status information, and provides bridge structure maintenance and management.

In view of the content of bridge condition assessment and health monitoring, this paper is based on the finite element simulation analysis. The uncertain finite element model updating method based on sequential optimization strategy is studied, and the uncertain modal parameter data obtained by health monitoring system are applied to upgrade the uncertain finite element model of cable-stayed bridges, which provides a more accurate finite element model for subsequent reliability analysis. Firstly, the finite element dynamic analysis of the main span structure of the bridge is carried out, and the natural frequencies and modes are obtained. Then the measured natural frequencies of the structure are obtained by estimating the power spectrum of the dynamic monitoring data, and the theoretical values are compared with the measured ones. The dynamic characteristics of the modified two-stayed bridge finite element model are verified by the load test results. The results show that the modified finite element model can simulate the dynamic characteristics of the actual structure well. Most of the measured and calculated displacement increments were within the margin of error. The error is within 5%, which can accurately reflect the true stress state of the structure. The uncertainty model based on the sequential optimization strategy is simple and can be applied to the uncertainty of the finite element model of the actual bridge structure.

Copyright of Journal of Medical Biochemistry is the property of Society of Medical Biochemists of Serbia and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Over the past decade, the development of high-speed railways in China has gained worldwide attention. With the speeding up of the running train, the coupling vibration of the train-bridge system is aggravated, especially for railways built in a soft soil environment. In this paper, the dynamic features of the train-bridge system when considering and failing to consider pilesoil interaction are investigated, i.e., the "train-bridge-pier-pile-soil" (TBPPS) and "train-bridge-pier" (TBP) models. The study is based on a practical high-speed railway project in Hainan Province, where a 32 m span simply-supported box girder bridge with a four-shaft locomotive using two-system suspension model is studied. Results indicate that the natural frequency of the bridge is obviously reduced when the pile-soil interaction is considered, and the vertical vibration frequency of the bridge girder is increased from 4.87 Hz to 5.46 Hz. Moreover, the resonance speed is 500 km/h both for TBP and TBPPS. The results of bridge dynamic load factors, wheel load reduction rates, and train vibration acceleration are significantly different for TBP and TBPPS, and it is not safe if the pile-soil interaction is not considered. Therefore, it is recommended that the pile-soil interaction is extremely important for the train-bridge system when evaluating the safety and smoothness of train running. If the pile-soil interaction is not involved, the derivation will be significantly large. [ABSTRACT FROM AUTHOR]

This paper shows a more exact and practical finite element model of the steel girder deck pavement. Based on Mindlin thick plate theory, a 12-node solid thick plate element was constituted to analyze the pavement. The computation result was compared with that by traditional 4-node and 8-node thick plate finite element, and is satisfactory. A combined plate beam element method is presented to investigate the stiffened plate. A 6-node solid thin plate element was constituted to analyze the top plate based on Kirchhoff thin plate theory. The stiffeners acting as the vertical supporting function mainly are taken as Euler beam elements. A method of using the linear interpolation to realize the longitudinal displacement and the cubic Hermite interpolation to the vertical displacement is presented to analyze the stiffeners. In addition, it is essential to consider the displacement coordination between the top plate and stiffeners. A node-to-node contact scheme, which is applicable for three-dimensional contact analyses involving large deformations, was used to treat the contact problem between pavement and stiffened plate by Lagrange multiplier methods. [ABSTRACT FROM AUTHOR]

Abstract The multi‐phase annular brushless exciter (MPABE) of nuclear power plants has suffered numerous armature winding open‐phase faults (AWOPF) in the field operation. In order to achieve reliable protection of the MPABE, its AWOPF is systematically studied through theoretical analysis, simulation calculation and model machine experiments. First, proceeding from the armature current waveform in normal operation and the influence of the AWOPF on it, the armature reaction magnetomotive force (MMF) is analysed deeply. Then, the theoretical analysis about the harmonic electromotive force (EMF) induced by armature reaction MMF on the field winding is presented, obtaining the harmonic characteristics of field current: the even‐order field harmonic currents increase obviously under the AWOPF. Finally, correlate experiments and simulations were performed on a customized experimental prototype. The experimental and simulation results are consistent and verify the conclusion of the theoretical analysis, which can serve as a theoretical basis for the monitoring and diagnosis method of the AWOPF in the MPABE.

It has been demonstrated that numerous types of metastatic cancer overexpress vacuolar-type H+ (V)-ATPases. It may be possible to inhibit the growth and metastasis of human cancer cells by inhibiting V-ATPases. It was previously reported that diphyllin, a novel V-ATPase inhibitor, can inhibit the migration and invasion of SGC7901 human gastric cancer cells; however, the effects of cleistanthin A (CA), a diphyllin glycoside, on melanoma cells has not been demonstrated. The present study aimed to investigate the effect of CA as a V-ATPase inhibitor and its effects on the invasion and metastasis of A375 cells. The results of an MTT assay in the present study indicated that the growth inhibition of A375 cells by CA was induced in a dose- and time-dependent manner; however, A375 cell viability was not significantly affected by low concentrations (0.03, 0.1 and 0.3 µM) after 24 h. Similar results were obtained by viable cell counting with trypan blue. Therefore, these concentrations of CA were selected for the treatment of A375 cells in further experiments. It was demonstrated that CA inhibited the expression of V-ATPases in a dose-dependent manner and decreased the internal pH level of A375 cells. Alterations to the lysosomal pH were associated with the CA concentration. Furthermore, CA treatment induced a significant decrease in cell migration and invasion, as demonstrated with wound-healing and Transwell assays. Gelatin zymography and western blot analysis demonstrated that the expression levels of matrix metallopeptidase (MMP)-2 and -9 decreased following CA treatment. Therefore, CA can be characterized as a novel V-ATPase inhibitor for the treatment of melanoma that may inhibit invasion and metastasis by downregulating the expression of MMP-2 and -9. [ABSTRACT FROM AUTHOR]