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Recent experimental evidence has shown that wood–steel–wood dowel-type connections exhibit a semi-rigid behaviour even after 90 min of fire exposure. Because a semi-rigid behaviour influences the bending moment distribution among structural members, considering the moment–rotation relationships within frame analyses in which structural members are modelled as beam elements can enable a realistic fire response analysis that is significantly simpler than the three-dimensional finite element method. This study proposes an analytical methodology that accounts for the thermo-mechanical behaviour of timber and dowels, enabling the simulation of the non-linear moment–rotation relationships under fire conditions. The proposed analytical model divides dowels into a series of elements on an elastoplastic foundation and performs a direct stiffness method in a time-incremental procedure using an element stiffness matrix derived from beam-on-elastic-foundation theory. This study also presents the results of load-carrying tests on timber frames with dowel-type connections performed under ambient and fire conditions. The analytical results were consistent with the fire test results. Additionally, the analyses were also performed under three conditions in which the dowels were rigid, linear elastic, and elastoplastic bodies. These three results converged to the same value after 65 min of heating, which suggests that the ultimate states of beams with dowel-type connections exposed to fire can be modelled by assuming that dowels are rigid bodies. [ABSTRACT FROM AUTHOR]

In this study, centrifuge model tests were carried out to investigate the lateral response of single pile in coral sand foundation. The load–displacement relationships, pile deflections, bending moments, the changes in horizontal soil pressure, the predicted particle crushing behaviors, and p-y curves were compared and discussed in detail to study the influence of pile diameter and vertical load. Test results show that increasing diameter is the most direct and effective method to improve the horizontal bearing capacity of pile; the presence of vertical load would lead to an increase of bending moment and lateral displacement of the pile due to P-Δ effect and an improvement in soil resistance due to the vertical compression effect; the influence of particle breakage behavior of coral sand was not significant. In addition, the applicability of the existing p-y models for the coral sand foundation was systematically evaluated. According to the comprehensive analysis of the stress state of sand around pile, the evolution of soil resistance with depth was determined, which can be simulated by a power function. Based on the centrifuge test results, a modified p-y model for coral sand was proposed, and its rationality and applicability in predicting pile–soil responses were validated systematically. [ABSTRACT FROM AUTHOR]

This paper proposes the double-endplates replaceable beam-column joint (DEBJ) based on the seismic design concept of replaceable beam. Compared to the common extended endplate bolted joint (CEBJ), the DEBJ is easy to be connected and replaced after earthquakes, and it can achieve plastic hinge outward movement in steel frame. Due to double endplates and different failure modes, the current moment-rotation models for CEBJ cannot be used for DEBJ. Therefore, based on the classical model used for traditional endplate joints, a theoretical moment-rotation model for DEBJ is developed, and the calculation methods on ultimate bending moment and initial rotational stiffness are deduced. A parametric study is performed for DEBJ based on a test-validated finite element (FE) model developed in this paper. The predicted moment-rotation curves calculated from proposed theoretical model is validated by the experimental results on endplate joints and FE results on DEBJ. The results show that the established theoretical model proposed in this paper can predict the moment-rotation relation curves of DEBJ and the common extended endplate bolted joint (CEBJ) accurately, the predicted results by established theoretical model are in good agreement with experimental and FE results according to the comparison. It is revealed that the established model has universality to some extent. [ABSTRACT FROM AUTHOR]

The paper examines the seismic response of bridge piers, highlighting the essential role of soil-structure interaction (SSI) in enhancing structural resilience. Utilizing MIDAS and LPile software, the study evaluates SSI's impact on bridge pier performance during seismic events. The study involves modeling and analysis under varying soil conditions using MIDAS software. LPile software calculates soil spring stiffness, enabling realistic SSI simulations in MIDAS models. The key objectives include comparison of bridge on deep foundation by analyzing soil properties' effects on SSI, comparing fixed base and SSI models, and providing practical design insights. The findings show significant differences in seismic performance with SSI. The fundamental period increased by 28%, indicating a more flexible response. Maximum displacements in the bridge deck rose by 25% in both X and Y directions, compared to a fixed base model. Additionally, shear forces and bending moments decreased, underscoring SSI's benefits in reducing seismic demands. This study offers valuable insights into bridge structures' dynamic behavior under seismic loading, emphasizing the importance of SSI in seismic design practices. The results are crucial for developing resilient bridge designs capable of withstanding complex SSI during earthquakes. [ABSTRACT FROM AUTHOR]

Pile foundations may be subjected to a combination of vertical and lateral loads that are commonly not applied simultaneously. Model tests of six instrumented single piles embedded in remolded loess, in which self-developed equipment was used to carry out different loading sequences of vertical and lateral loads, were performed. The test results indicate that the preapplied lateral load can cause a decrease in the average skin friction of the pile shaft within 13 times the pile diameter below the ground surface, as well as an increase in the pile end resistance. The settlement of the pile top increases with the increase in the preapplied lateral load, and its rate of change increases with increasing vertical load and increasing preapplied lateral load. With the increase in the preapplied vertical load, both the horizontal displacement of the pile at the measuring point and the maximum bending moment of the pile shaft decrease. The location of the maximum bending moment of the pile shaft is between 2 and 4 times the pile diameter below the ground surface, which approaches the ground surface when the preapplied vertical load increases. The preapplied vertical load can increase the ultimate horizontal bearing capacity of the pile. [ABSTRACT FROM AUTHOR]

A theoretical model is proposed to analyze the soil settlement-induced negative skin friction and bending moment on a batter rock-socketed pile (BRSP). A series of model tests were conducted to verify the accuracy of the proposed theoretical model. Parametric studies are conducted to investigate the effects of the inclined angle and diameter of BRSP, and the consolidation settlement of surrounding soil on the bending moment and skin friction on the BRSP. Under the settlement of surrounding soil, the axial forces and the bending moments of BRSP nonlinearly distribute in the clay layer and reach their maximum magnitudes at the rock-soil surface and rapidly attenuated to zero in the rock layer. The deflections of BRSPs decrease linearly along the pile embedded in the clay layer and decrease to zero at the rock-soil interface. [ABSTRACT FROM AUTHOR]

Oblique lumbar interbody fusion (OLIF) can provide an ideal minimally invasive solution for achieving spinal fusion in an older, more frail population where decreased bone quality can be a limiting factor. Stabilization can be achieved with bilateral pedicle screws (BPS), which require additional incisions and longer operative time. Alternatively, a novel self-anchoring stand-alone lateral plate system (SSA) can be used, where no additional incisions are required. Based on the relevant literature, BPS constructs provide greater primary biomechanical stability compared to lateral plate constructs, including SSA. This difference is further increased by osteoporosis. Screw augmentation in spinal fusion surgeries is commonly used; however, in the case of OLIF, it is a fairly new concept, lacking a consensus-based guideline. This comparative finite element (FE) study aimed to investigate the effect of PMMA screw augmentation on the primary stability of a stand-alone implant construct versus posterior stabilization in OLIF with osteoporotic bone quality. The biomechanical effect of screw augmentation was studied inside an in-silico environment using computer-aided FE analysis. A previously validated and published L2-L4 FE model with normal and osteoporotic bone material properties was used. Geometries based on the OLIF implants (BPS, SSA) were created and placed inside the L3-L4 motion segment with increasing volumes (1–6 cm3) of PMMA augmentation. A follower load of 400 N and 10 Nm bending moment (in the three anatomical planes) were applied to the surgical FE models with different bone material properties. The operated L3-L4 segmental range of motion (ROM), the inserted cage's maximal caudal displacements, and L4 cranial bony endplate principal stress values were measured. The nonaugmented values for the BPS construct were generally lower compared to SSA, and the difference was increased by osteoporosis. In osteoporotic bone, PMMA augmentation gradually decreased the investigated parameters and the difference between the two constructs as well. Between 3 cm3 and 4 cm3 of injected PMMA volume per screw, the difference between augmented SSA and standard BPS became comparable. Based on this study, augmentation can enhance the primary stability of the constructs and decrease the difference between them. Considering leakage as a possible complication, between 3 cm3 and 4 cm3 of injected PMMA per screw can be an adequate amount for SSA augmentation. However, further in silico, and possibly in vitro and clinical testing is required to thoroughly understand the investigated biomechanical aspects. This study sheds light on the possible biomechanical advantage offered by augmented OLIF implants and provides a theoretical augmentation amount for the SSA construct. Based on the findings, the concept of an SSA device with PMMA augmentation capability is desirable. [ABSTRACT FROM AUTHOR]

Solar greenhouses have been widely used in the vast western and northern regions of China, due mainly to the convenient construction and installation, low economic cost, and outstanding environmental adaptability. The slender steel can be the load-bearing components of the section-steel arched solar greenhouse to resist external loads, such as wind and snow. There are the prominent instability and disaster that caused by insufficient stiffness of solar greenhouse under extreme weather conditions, such as snowstorms. In this study, the nonlinear stability analysis was conducted on the commonly-used sectionsteel arched solar greenhouse in Hebei using elastic-plastic mechanics and nonlinear finite element (FE). A refined FE model was established for the section-steel arched solar greenhouse. The greenhouse arch roof and the vertical sections on both sides were simulated using the Beam188 element in the element library of the universal FE analysis program ANSYS. The linear elements were used to fit the circular arc segments. Diagonal tension bars, vertical brace struts, and longitudinal tie bars were all simulated using Link10 element. The bottom of the vertical sections on both sides of the arch was assumed to be consolidated with the foundation. The steel was made of Q235, with an elastic modulus of 206 GPa, a Poisson's ratio of 0.3, and a density of 7 850 kg/m³. Geometric and material nonlinearity was considered to simulate the constitutive relationship of steel using an ideal elastic-plastic model, followed by von Mises yield criterion and bilinear kinematic hardening model BKIN. The stability performance and parameter analysis of solar greenhouse structure were carried out under snow loads. The stability capacity of solar greenhouse was determined under different parameters, such as steel-section type (flat elliptical, hollow rectangular and hat-shaped cross-section), greenhouse span (8, 10, and 12 m), and snow load distribution pattern (non-uniform distribution thickness and asymmetric distribution area). There was the quantitative influence of snow load distribution on the stability capacity of solar greenhouses. The load factor-displacement curves were combined with the deformation, stress, axial, and bending moment at different points of loading time. The static instability of solar greenhouses was explored from two aspects: intuitive phenomena and intrinsic essence. The conclusions were obtained as follows: The stability capacity of the steel component with a flat elliptical section in the solar greenhouse was increased by 21.0% and 44.2%, respectively, compared with the box and hat-shaped section. There was no out of plane instability in the same cross-sectional area and flange width of the steel component. The stability capacity of solar greenhouse was rapidly reduced with the increase of span. The stability capacity of solar greenhouse under non-uniform distribution of snow loads was reduced by the maximum of 63.8%, compared with the uniform. The maximum stability capacity of a solar greenhouse increased by 9.0% and 66.8% with only tension bars and brace struts, respectively. The findings can provide the technical guidance and theoretical reference for the anti-snow loads, stability and disaster prevention in the section-steel arch solar greenhouses. [ABSTRACT FROM AUTHOR]

Load‐bearing and fatigue behaviour of butt welds in plates of different thicknesses The cross‐section of long‐span steel structures is usually adapted to the bending moment distribution. For this purpose, a thickness transition is applied in the area of butt‐welded joints in flanges of I‐shaped beam members. The fatigue behaviour of these constructional details is complex and differs from a butt‐welded joint in steel plates of the same thickness. This paper presents the results of 30 notch detail tests and compares the behaviour of butt‐welded joints in plates with a thickness transition with those of the same thickness. The statistical analysis of the experimental studies shows a higher fatigue resistance for butt‐welded joints with a thickness transition compared to butt welds of plates of the same thickness. The classification of the latter constructional detail in detail category 90 acc. to FprEN1993‐1‐9:2024 can be confirmed. The prognosis of the notch detail tests with the Two‐Stage‐Model confirms its applicability for the analytical‐numerical prediction of the service life of complex welded constructional details. In addition, the application of the model proves the influence of the thickness ratio and stress ratio on the service life of butt‐welded joints with thickness transition. [ABSTRACT FROM AUTHOR]

Fatigue strength of concrete decks for large composite bridges In the support area of large composite bridges, tensile stresses occur in the concrete deck slab due to the negative bending moment of the main girders, leading to cracks in the concrete deck. Transverse steel cantilever beams are arranged under the deck at the transverse frame spacing in order to support e. g. prefabricated concrete elements, so that the deck slab predominantly spans in the longitudinal direction. Cyclic transverse forces due to local wheel loads caused by high variable traffic loads must then be transferred to the cross girders via the cracked concrete slab, as a result of the tensile loading. Up to now, no tests have been carried out to determine the fatigue strength of the cracked concrete deck slab. Based on tests from the literature (whereby so far only well documented tests without longitudinal tensile loading have been available) and own experiments (with longitudinal tensile loading), a database has been developed which formed the basis for the derivation of S‐N‐lines and which allowed the evaluation of the influence of specific parameters on the fatigue strength. Since the fatigue strength of reinforced concrete elements without shear reinforcement is dependent on the static load‐bearing capacity, the influence of the scatter of the static shear capacity on the fatigue strength is discussed in particular. Based on the results and the current state of standardization, a design concept for the fatigue strength of the concrete deck slab is presented. [ABSTRACT FROM AUTHOR]

The focus of this study is the experimental characterization of cemented granular materials, with the aim of identifying the microscopic properties of the solid bonds and describing the extension to macroscopic mechanical strength of cemented samples. We chose to use artificially bonded granular materials, made of glass beads connected by solid paraffin bridges. The results of several sets of laboratory tests at different scales are presented and discussed. Micromechanical tests investigate the yield strength of single solid bonds between particles under traction, shearing, bending and torsion loading, as a function of variations in particle size, surface texture and binder content. Macro-scale tensile tests on cemented samples explore then the scale transition, including influence of confining walls through homothetic variations of the sample size. Despite the large statistical dispersion of the results, it was possible to derive and validate experimentally an analytical expression for micro tensile yield force as a function of the binder content, coordination number and grain diameter. In view of the data, an adhesive bond strength at the contact between bead and solid bond is deduced with very good accuracy and it is even reasonable to assume that the other threshold values (shear force, bending and torsion moments) are simply proportional to the tensile yield, thus providing a comprehensive 3D model of cemented bond. However, the considerable dispersion of the data at the sample scale prevents validation of the extended model for macroscopic yield stress. A final discussion examines the various factors that may explain intrinsic variability. By comparison with other more realistic systems studied in the literature in the context of bio-cementation, our artificial material nevertheless appears suitable for representing a cemented granular material. Being easy to implement, it could thus enable the calibration of discrete cohesion models for simulation of practical applications. [ABSTRACT FROM AUTHOR]

Studies on cable-stayed bridges exposed to blast loads encounter significant challenges arising from the complex interaction among different structural elements. Despite extensive investigation into how buildings respond to explosive loads, there is limited literature on the dynamic response of prestressed concrete bridge decks to blast loads. Single plane cable stayed bridges are very sensitive to cable loss or degradation. This study investigates the response of a prestressed concrete cable-stayed bridge with a single plane under blast loads, utilizing a comprehensive Finite Element (FE) model that incorporates nonlinear effects. The investigation considers blast weights of 230 kg, 680 kg, and 2270 kg of TNT. The analysis reveals that even small explosions cause damage to the deck, with more significant effects observed under higher blast loads, resulting in a damaged region measuring 12 m x 10 m with a 2270 kg TNT weight. Forces in cables near the detonation point increase by 19% during a 2270 kg TNT explosion. Notable changes are observed in pylon moments under different explosion charges. Maximum Bending Moment (BM) values are observed at the base under dead loads, while BMs at mid-height increase under various blast weights, with no discernible change at the base. This study provides valuable insights for designers, emphasizing the importance of incorporating explosion-resistant design principles into cable-stayed bridges. [ABSTRACT FROM AUTHOR]

【Objective】Rice lodging resistance is an important trait in current rice breeding. The systematic evaluation of lodging resistance of germplasm resources is of great significance for breeding lodging-resistant varieties.【Method】200 germplasm resources in China were taken as materials, 9 traits related to lodging resistance of rice were systematically investigated, and the breeding value of these traits was evaluated by morphological clustering and path analysis.【Result】According to the lodging index, the tested materials were divided into three types: high fall-resistant type, fall-resistant type and lodging type, among which 81.5% of breeding resources had good fall-resistant ability. The correlation coefficient between stalk physical traits and lodging index of different lodging resistant germplasm resources was significantly different. The plant height, bending moment and second pitch length of restorer were positively correlated with lodging index, and the correlation coefficient between bending moment and lodging index d lodging index reached 0.789. The folding resistance of base and sheath leaf thickness were negatively correlated with lodging index, and the correlation coefficients were-0.754** and-0.659**, respectively. There was a significant positive correlation between plant height and basal segment length and lodging index, and the correlation coefficient between plant height and lodging index was 0.681**. The correlation coefficient between buckling resistance and lodging index was-0.841**.The path analysis results showed that the bending moment of the restorer line and other materials had a direct positive effect on the lodging index (Py=0.519), the plant height of the sterile line had a direct positive effect on the lodging index (Py=0.737), and the base bending force of both parents had a direct negative effect on the lodging index, with direct path coefficients of-0.331 and-0.702, respectively.【Conclusion】The lodging resistance of rice is a complex trait, and different germplasm resources have different lodging resistance characteristics. Scientific utilization of breeding resources is the key to rice lodging resistance breeding. [ABSTRACT FROM AUTHOR]

Copyright of Atomic Energy Science & Technology is the property of Editorial Board of Atomic Energy Science & Technology 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.)

Viscous dampers are widely used as passive energy dissipation devices for long-span cable-stayed bridges for mitigation of seismic load-induced vibrations. However, complicated finite element (FE) modeling, together with repetitive and computationally intensive nonlinear time-history analyses (NTHAs) are generally required in conventional design methods. To streamline the preliminary design process, this paper developed a simplified longitudinal double degree of freedom model (DDFM) for single and symmetric twin-tower cable-stayed bridges. Based on the proposed simplified longitudinal DDFM, the analytical equations for the relevant mass- and stiffness-related parameters and longitudinal natural frequencies of the structure were derived by using analytical and energy methods. Modeling of the relationship between the nonlinear viscous damper parameters and the equivalent damping ratio was achieved through the equivalent linearization method. Additionally, the analytical equations of longitudinal seismic responses for long-span cable-stayed bridges with nonlinear viscous dampers were derived. Based on the developed simplified DDFM and suggested analytical equations, this paper proposed a simplified calculation framework to achieve a simplified design method of nonlinear viscous damper parameters. Moreover, the effectiveness and applicability of the developed simplified longitudinal DDFM and the proposed calculation framework were further validated through numerical analysis of a practical cable-stayed bridge. Finally, the results indicated the following. 1) For the obtained fundamental period and longitudinal stiffness, the differences between results of the simplified longitudinal DDFM and numerical analysis were only 2.05% and 1.5%, respectively. 2) Relative calculation errors of the longitudinal girder-end displacement and bending moment of the bottom tower section of the bridge obtained from the simplified longitudinal DDFM were limited to less than 25%. 3) The equivalent damping ratio of nonlinear viscous dampers and the applied loading frequency had significant effects on the longitudinal seismic responses of the bridge. Findings of this study may provide beneficial information for a design office to make a simplified preliminary design scheme to determine the appropriate nonlinear damper parameters and longitudinal seismic responses for long-span cable-stayed bridges. [ABSTRACT FROM AUTHOR]

To investigate the development of cracks in the walls of reinforced concrete silos under feeding–discharge cycle loading, their causes, and their fatigue life during dynamic loading, a study was conducted using a combination of in situ monitoring and numerical simulation analysis. The following conclusions were drawn: during the loading and unloading process of the silo, the time of occurrence of the minimum pressure points follows a 4:3 ratio; extreme points are approximately 15 min apart; the minimum pressure increases during material addition and decreases during material subtraction; and the load in the non-discharge area is 1.43 times that of the load in the discharge area. That is, at the same elevation, the load borne by the silo wall is uneven, with fluctuations and rotational effects occurring. Under such uneven load conditions, the silo wall experiences significant bending and torsional moments, causing excessive local tension and leading to cracking. Our analysis showed that the most unfavorable load condition occurs when discharge ports 5 and 7 are operating simultaneously, which causes the maximum tensile damage to the silo wall. For the first time, a fatigue life prediction model for reinforced concrete silos was proposed, and the accuracy of this prediction method was verified based on actual conditions. [ABSTRACT FROM AUTHOR]

Copyright of Journal of Shanghai Jiao Tong University (1006-2467) is the property of Journal of Shanghai Jiao Tong University Editorial Office 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.)

The Journal of Marine Science & Engineering has published a special issue on the advanced analysis of marine structures. The issue contains 19 articles covering a range of topics, including impact and dynamic responses of ships and offshore structures, fatigue strength, strength assessment, gravity anchors, and sound absorption capability of marine equipment. The articles provide valuable insights into the analysis and design of marine structures, with a focus on improving their strength, safety, and efficiency. The authors of the articles have conducted experimental, numerical, and analytical studies to investigate various aspects of marine structures. [Extracted from the article]

This document, titled "Advances in Marine Mechanical and Structural Engineering," discusses various advancements in marine, mechanical, and structural engineering. The articles in this special issue cover topics such as the prediction of strength in ship and offshore structures, the impact of ship and offshore structures, mechanical behavior of novel structures, strength assessment of ship and offshore structures, vibration control in marine equipment, soil-structure interaction analysis of offshore structures, load identification of ships, and displacement analysis of ship shafting. The articles provide valuable insights and guidance for researchers and engineers in the field of marine mechanical and structural engineering. [Extracted from the article]

The narrow-width steel box girder is an important type of steel–concrete composite bridge structure, which is usually composed of reinforced concrete wing plates, narrow steel boxes partially injected with concrete, and shear connectors that promote shear force transfer. The utilization of narrow-width steel box girders, augmented by partially filled concrete, embodies the synthesis of steel and concrete elements, fostering structural efficiency. Moreover, its attributes, including reduced structural weight, diminished vertical profile, enhanced load-bearing capacity, and augmented stiffness, have prompted its gradual integration into bridge engineering applications. In this study, the calculated values of shear strength under three current design codes were reviewed, and the shear failure phenomena and its determinants of narrow-width steel box–ultra-high-performance concrete (UHPC) composite beams under negative bending moment conditions were investigated, which were mainly determined by shear span ratio, concrete wing plate, UHPC steel fiber content, UHPC plate thickness, and transverse partition inside the box. Concurrently, this paper evaluates two innovative structural designs, including a double-narrow steel box girder and a three-narrow steel box girder. In addition, strategies to reduce crack formation under the negative bending moment of long-span continuous narrow and wide box girder abutments are discussed, and we show that this measure can effectively control the formation of cracks to support the negative bending moment zone. At the same time, the scope of the application of a narrow-width steel box girder composite bridge is reviewed, and the conclusion is that a narrow-width steel box girder is mainly used in small-radius flat-curved bridges or widened-ramp bridges with a span of 30 m or more in interworking areas and in the main line with a 60–100 m span in mountainous or urban areas. Finally, the research direction of the shear resistance of the UHPC–narrow steel box girder under negative bending moments is proposed. [ABSTRACT FROM AUTHOR]

Copyright of Journal of Spine Research is the property of Japanese Society for Spine Surgery & Related Research 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.)

A numerical integration model is developed to investigate the axial load-bending moment interactions of fiber-reinforced geopolymer concrete (FRGPC) columns reinforced with double layers of steel, glass fiber-reinforced polymer (GFRP), or hybrid reinforcement. The model accounts for material and geometric nonlinearities, including the slenderness-induced second-order effects through an iterative layer-by-layer integration scheme of the critical section. Analytical investigations were conducted for various double-layer reinforcement configurations of steel, GFRP, and hybrid reinforcement. The effect of adding steel/synthetic macrofibers to the concrete matrix was also investigated. Moreover, comprehensive deterministic sensitivity analyses were conducted to assess the influence of the concrete compressive strength (fco), reinforcement fiber dosage, and the longitudinal/transverse reinforcement ratios on different response values. For the axial load capacity of GFRP-reinforced columns, the longitudinal reinforcement ratio was found to be the most influential parameter, whereas for the steel/hybrid reinforced columns, fco was the most influential parameter. Moreover, for all the simulated configurations, confinement efficiency was most sensitive to fco out of all the investigated parameters. The longitudinal reinforcement ratio most influenced the bending moment capacity and the associated secant stiffness. Lastly, axial load-bending moment interactions were developed for various reinforcement configurations. The interactions included the effects of the slenderness ratio, the macrofiber type, longitudinal/transverse reinforcement type/strength, and the longitudinal reinforcement ratio. The GFRP-reinforced columns showed more sensitivity to slenderness effects than steel-reinforced columns. [ABSTRACT FROM AUTHOR]

Nonplanar reinforced concrete (RC) core walls form the backbone of millions of mid- and high-rise buildings, resisting both gravity and lateral loads from wind and earthquakes. The latter inevitably induces torsional demands, even in the case of full plan-wise symmetric structures, which add to bending, shear, and axial deformations. Unfortunately, current international building codes are not applicable for the design of nonplanar sections governed by warping torsion rather than circulatory torsion. This lack of information and guidance in building codes has resulted in a very limited number of structures being designed to account for warping stresses, even though the latter can be of a similar order of magnitude to bending stresses and, therefore, of major significance. A simple procedure is herein presented to estimate the ultimate warping moment and ultimate torque of nonplanar RC sections based on "warping-equivalent" ultimate bending moments from sectional analysis. A circular and bilinear bending moment-torque interaction relationship is proposed and compared to the existing, albeit limited, experimental and numerical results available in the literature. [ABSTRACT FROM AUTHOR]

A screw micropile is a multi-sectional pile typically consisting of a smooth segment at the top, a threaded segment in the middle and a tapered segment at the bottom. Although the axial behavior of this pile type has lately been studied, response to lateral loading and contribution of the threads to lateral capacities are yet to be investigated. To facilitate the design of this pile type for applications where wind or seismic loads are concerned, there is a necessity to examine the lateral behavior and capacities of screw micropiles and effect of the threads on the lateral capacities. Hence, lateral load field test programs were carried out on six types of screw micropiles at two cohesive soil sites and a cohesionless soil site. Selected piles were instrumented with bending moment strain gauges along the pile shaft. A geotechnical site investigation was carried out at each site to obtain soil profiles and properties. The lateral load versus displacement curves and the bending moment distribution were obtained. The lateral capacity and failure mode of the piles were determined from existing methods and analysis of the field test results. The lateral capacities of the piles were estimated using the Broms method without considering the effects of the thread. The estimated and measured lateral capacities were in a good agreement. This suggested that the effects of the threads on the lateral capacities were minimal. In addition, the effects of the tapered segments on the lateral response of the piles were negligible. This research was the first one for screw micropiles subjected to lateral loading and the outcome may support the engineering of the piles and further studies on soil-screw micropile interaction. [ABSTRACT FROM AUTHOR]

A shield tunnel is an assembly structure composed of connecting bolts and segments, generally considered to have good seismic performance. However, there is still a possibility of damage occurring in shield tunnels under strong seismic action. Therefore, a secondary lining can be applied on the inner side of the segment lining to improve the overall seismic performance of the shield tunnel. Using the Shiziyang Shield Tunnel as a case study, this paper employs numerical analysis to examine the seismic response characteristics of the shield tunnel with overlapped double-layer lining. Subsequently, it investigates the influence of segmental lining stiffness degradation and tunnel burial depth on the internal forces of the tunnel under seismic loads. The results indicate that under seismic loading, the stress in the segmental lining exceeds that in the secondary lining, with the maximum stress being three times higher. As the segmental lining stiffness decreases, the bending moment of the segmental lining decreases accordingly, while the secondary lining bending moment remains relatively constant. The bending moment of the segmental lining consistently surpasses that of the secondary lining. Furthermore, the variation in the axial force of the segmental lining is not significant, whereas the axial force in the secondary lining notably decreases. With increasing burial depth, the bending moment of the tunnel structure initially increases and then decreases. As the burial depth of the tunnel increases from 0.5D to 2D and 5.0D, the ratio of the maximum positive bending moment between the segmental lining and secondary lining first decreases and then increases, which are 7.56, 4.78, and 7.70, respectively. Similar patterns are also observed in axial forces. A burial depth of 2D is the critical depth between shallow and deep burial. When the tunnel is shallowly buried, the overlying strata have a significant impact on the seismic internal forces of the tunnel, which continue to increase with increasing burial depth. When the tunnel is deeply buried, it is subjected to the confining action of the strata, making it relatively safe, and the internal forces of the tunnel continue to decrease with increasing burial depth. Overall, under seismic loading, the segmental lining remains the primary load-bearing structure in a tunnel structure with double-layer lining. [ABSTRACT FROM AUTHOR]

Structural engineers often use deep columns in high seismic areas to reduce drifts, yet this somehow contradicts what is stated in some tests in the sense that even though deep columns may satisfy current seismic provisions, they can suffer premature twisting; this is an indication that a lot of research is needed in this area. Numerical and experimental studies have been conducted to estimate the response of steel buildings with medium and deep columns under the action of static and cyclic loading; however, studies accounting for the dynamic characteristics of buildings and strong motions are not common. In addition, responses in terms of local parameters have not been considered either. In this study, the nonlinear seismic responses of steel buildings with perimeter moment-resisting frames and medium (W14) columns are numerically calculated and compared to those of similar steel buildings with equivalent deep columns in terms of cost (W27 and larger). Low-, mid-, and high-rise steel building models with different dynamic characteristics, as well as several strong motions with different frequency contents, are considered. Results indicate that the drifts of the models with medium columns may be up to 140% greater than those of the models with deep columns. Significant reductions are also observed for top displacements, normalized interstory shears, and combined normalized axial loads and bending moments. Hence, the seismic demands of the buildings with deep columns may be much smaller than those of the buildings with medium columns and, therefore, the buildings with deep columns exhibit a superior behavior, which results in more economical designs. The reduction is greater for the case of low- and mid-rise buildings than for high-rise buildings. One of the reasons for this is that as medium columns are replaced by deep columns, the stiffness and the strength increase, which are lower in the tallest model. [ABSTRACT FROM AUTHOR]

The moving deformation of the strata and the redistribution of stope stress after mining show asymmetrical characteristics, which do not conform to the symmetrical structural characteristics of the original rock beam fracture. To further analyze the deformation of rock beams and the asymmetry law of stope pressure distribution after strata caving, the detailed process of instability and deformation of composite rock beams before failure was revealed through similar material simulation, theoretical analysis, and numerical simulation. Through similar simulation experiments, the structural characteristics of strata caving were observed. After excavation, the caving angle near the open-off cut side of the model is greater than that on the stop-mining line side. The maximum bending moment of the rock beam is located at the open-off cut side. The rock beam fracture is located on the partial open-off cut side in the middle of the rock beam. The rock beam on the open-off cut side is easy to shear slip and not easy to hinge. The rock beam in front of the advancing direction of the working face is easily hinged. Based on the structural characteristics of strata caving, considering the thickness of the composite rock beam, the two-hinged arch mechanical model for rock beam fracture is established. On this basis, the key parameters of rock beam instability and fracture such as limit load, additional horizontal stress, limit break distance, and break position are analyzed. Based on the deformation characteristics of two hinged arches, the caving structure and the asymmetric distribution mechanism of stress redistribution during the deformation of overburden in stope are explained. Finally, the deformation of rock beam and the asymmetry of stress distribution in stope are verified by numerical calculation. The results show that the concentrated stress value of the coal pillar at the open-off cut side is greater than that in front of the working face. There is a pressure relief area behind the working face, and the pressure relief area has a certain range. The range of stress concentration area, pressure relief area, and stress value tend to be stable, and only the range of the original rock stress zone expands when the working face is advanced to a certain distance. The asymmetric distribution of compaction stress in goaf is related to the buckling deformation of strata. [ABSTRACT FROM AUTHOR]

By relying on the foundation engineering of pile foundations for the Chengdu Metro Line 27 shield tunneling through interchange bridges, three‐dimensional numerical simulation results are used to verify field measurements. This study investigates the horizontal displacement, vertical displacement, and stress characteristics of the pile foundation during shield tunneling considering the coupling effect of seepage stress. Additionally, protective measures and reinforcement effects for pile foundations near the tunnel are discussed. Results show that the deformation caused by shield tunneling in gravel strata mainly affects piles within 10 ring widths before and after the piles. During right‐side excavation, the bending moment of the pile body exhibits an inverted "S" distribution, while during left‐side excavation, it is symmetrically distributed, with the maximum bending moment and axial force occurring at the same buried depth as the tunnel crown. Vertical displacement of the pile body is divided by the horizontal position at the top of the tunnel, with upper pile settlement and lower pile uplift, reaching maximum at the pile top. Horizontal displacement of the pile body shows an "arch" distribution, with stress concentration near the tunnel, indicating an overall trend of the pile foundation moving away from the tunnel. Based on the mechanical response of the pile foundation, control measures such as ground pregrouting with sleeve valve pipes and semicircular grouting inside the tunnel are proposed. Optimized reinforcement parameters are obtained through three‐dimensional numerical simulation, resulting in an 80% reduction in horizontal displacement, an 80.5% reduction in vertical displacement, a 70% reduction in pile axial force, and a 67% reduction in pile bending moment under the optimal reinforcement conditions. The research provides important theoretical basis for revealing the impact laws of shield tunneling through pile foundations in gravel strata and for controlling bridge pile deformation. [ABSTRACT FROM AUTHOR]

The assessment of existing reinforced concrete (RC) structures, especially, bridges and viaducts, nowadays is one of the most relevant aspects for infrastructural engineers. Due to the old age of a large part of the railways and roadways assets, their safety, especially, with respect to the Ultimate Limit States (ULS) may result compromised. Safety assessment can be performed following different approaches as well as the most sophisticated methodologies based on the application of safety formats for non‐linear finite element (FE) analyses. This study presents the safety assessment at the ULS of existing prestressed RC bridge decks regarding bending moment and axial force failure mechanism adopting different methodologies. Specifically, the safety assessment will be performed through five different approaches (i.e., Courbon theory, elastic FE analysis, and NLFEAs according to the three global safety formats). The decks are modeled using, first, Courbon theory and then, girder FE model composed only of beam elements. The safety assessment is performed by comparing the design resisting moment and design acting moment in the section of interest, therefore, through a local approach. Within the local approach, design values are calculated using the partial safety factors. Afterwards, the decks are modeled with a 3D non‐linear FE model. Three different global safety formats are implemented within a global approach. The application of the different approaches leads to significantly different conclusions about the safety assessment. The two local approaches are the most conservative, therefore, lead to a lower safety margin. The application of global approaches based on global safety formats leads to a safety margin gain compared to local approaches, with significant variability in terms of safety margin gain depending on the specific global safety format. [ABSTRACT FROM AUTHOR]

This study presents analytical model for the analysis of hybrid (steel and fiber reinforced polymers (FRP)) reinforced concrete (RC) columns at elevated temperature under eccentric compressive loads. The bending moment resistance of the (RC) columns at elevated temperature is formulated based on force equilibrium and strain compatibility of the concrete column section under combined bending moment and axial force. Deterioration the mechanical properties of concrete, steel, and FRP bars due to the rise of temperature has been taken into account using equations proposed by previous studies. Validating the suggested model was carried out by comparing the analytical results with corresponding experimental and numerical results in terms of axial load‐lateral displacement relationships, axial load‐bending resistance interaction diagrams, and failure modes. Validation results have shown the accuracy of the suggested analytical model. A parametric study has also been conducted using the proposed analytical model to investigate the effect of some parameters on the axial load‐bending resistance interaction diagrams of hybrid steel and FRP‐RC columns under elevated temperature. These parameters include the effect of higher temperature values, the effect of reinforcement material, and the effect of reinforcement configuration. Parametric study results have revealed some interesting conclusions that may be implemented in the design of hybrid RC columns at fire. [ABSTRACT FROM AUTHOR]

Existing studies have proved that interfaces between the prefabricated layer and the cast‐in‐place layer significantly affect the static performance of prefabricated concrete structures using the wet connection method, but little has been known about the fatigue performance, especially at high load levels. This study investigated the fatigue behavior of prefabricated composite concrete beams under negative bending moment induced by the high‐stress level cyclic load. Fifteen composite T‐beams with three different designed sections were tested. The failure mode, cracking and deflection behavior, steel strain development, and the new‐old concrete interfacial deformation were recorded and analyzed. It was found that the stress redistribution occurred with the debonding cracks generated at the new‐old concrete interface, causing the degradation of the static and fatigue performance. Setting interfacial shear keys could prevent such debonding failure at static and low cyclic loading levels. Meanwhile, the corresponding mechanisms were verified through cross‐sectional analysis. [ABSTRACT FROM AUTHOR]

In this study, a finite element (FE) model of an existing prestressed concrete box‐girder (PCB) bridge is developed using Abaqus/Explicit (2022), and a series of FE simulations are conducted to examine the results of composite trusses (CTs) in strengthening PCB bridges with different shapes. A concrete damage plastic model of concrete is used to predict the nonlinear behavior of concrete. Field tests and theoretical calculations are performed to verify the rationality of the model. Three CTs of different shapes, that is, a K‐shaped composite truss (KCT), an X‐shaped composite truss (XCT), and a triangle‐shaped composite truss (TCT), are used to strengthen the PCB bridge models. The deflection, load distribution, distortion, and surface connection forces under two types of lane loads (European code [EU] and Chinese code [CC]) are discussed. The results show that the CT can reduce the deflection and distortion of the PCB bridge and improve the load distribution. However, the different CT shapes offer other strengthening effects. Among them, the XCT reduces deflection the most significantly, that is, by 8.9% and 17.1% under the two load modes, separately. In addition, the XCT improves the load distribution of the PCB bridge the most significantly. The KCT reduces the distortion of the PCB bridge the most significantly and decreases the stress ratio by 75.36%. Moreover, the deflection of the PCB bridge under the EC is more significant, indicating that the lane load defined by the EC is larger than that by the CC. The maximum surface connection forces are different under the same load mode for the different CTs. However, in all the models, the bending moment at surface‐2 is insignificant. Based on the analysis results, five assumptions are introduced. Using the KCT as an example, the plane model of the reinforced section is simplified, and a canonical equation is established to calculate the load distribution factor. The 324 coefficients and 18 free terms in this canonical equation are deduced, which provides a theoretical basis for strengthening PCB bridges using CTs. [ABSTRACT FROM AUTHOR]

Hybrid rice needs to prevent lodging due to excessive grain weight during maturity, which can lead to yield loss, grain quality deterioration and difficulty in harvesting. Breeding excellent parents (restorer and male-sterile lines) is the foundation for cultivating lodging-resistant hybrid rice. However, there is still limited information about restorers with improved lodging resistance. To identify a new restorer with significantly enhanced resistance to lodging, the restorer line Huazhan, which has been used for many years in hybrid rice breeding in China, was used as the control, to evaluate the lodging resistance of the new restorer R382. A two-year field experiment was executed to investigate the difference on lodging-related traits of the basal two internodes above-ground, such as out diameters of stems with or without leaf sheath (DWS, DWOS), culm thickness (CT), the section modulus (SM), bending stress (BS), and bending moment at break (M). The results indicated that DWS, CT, BS, M of R382 was at least 19.9%, 13.3%, 36.5% and 52.6% higher than that of Huazhan. However, the negative indicator lodging index of R382 was over 17.5% lower. The number and area of vascular bundles, and the contents of the chemical components of the cell wall including cellulose, lignin, and hemicellulose, together with the accumulation of starch granules, were significantly greater in R382. Furthermore, in the basal stems during the jointing stage, a series of genes that promote cell wall formation exhibited significantly higher expression levels in R382. Meanwhile, there was no significant difference in the yield of R382 and Huazhan. Thus, this new restorer could be a valuable donor in the future hybrid rice breeding programs for improving lodging resistance. [ABSTRACT FROM AUTHOR]

To address the structural concerns of a 12.0 m-span landing assembled single-tube frame (LASF) for Chinese solar greenhouses subjected to snow loads, the internal forces and deformations of LASF and its reinforced counterpart (RLASF) were numerically simulated to determine the ultimate bearing capacities (Lu) and the failure loads (Lf). During the simulations, steel tubes were modeled as beam188 elements and cables as link180 elements. The frame constraints and the connections were assumed to be fixed supports and rigid, respectively. The loads were determined according to the Chinese standard (GB51183-2016). Simulations revealed that the LASF and RLASF primarily withstand bending moments and are prone to strength failures under snow loads. Both exhibited lower Lu and Lf under non-uniform snow loads than under uniform snow loads. The results also indicated that crop loads could deteriorate the structural safety of the LASF and RLASF. Lu and Lf were found to be proportional to the section modulus of the tubes. The effects of wind loads and initial geometry imperfections on Lf of the LASF and RLASF can be neglected. Furthermore, the RLASF exhibited higher Lf compared to the LASF. Steel usage of the RLASF could be further reduced by replacing circular tubes with rectangular tubes, making the RLASF a feasible option for constructing Chinese solar greenhouses. [ABSTRACT FROM AUTHOR]

To investigate the stability and interaction mechanism of the slope-pile-footing system under surcharge effects, the finite difference method (FDM) was adopted to analyze the response laws of the stability of the reinforced slope, evolution of the critical slip surface, stress characteristic of retaining structures, deformation and failure modes of the slope foundation and building footing under surcharge parameters, including the surcharge intensity, the surcharge position, and the surcharge width. The results show that surcharge parameters significantly affect the stability and the deformation characteristics of the slope-pile-footing system. Specifically speaking, with the increasing surcharge intensity and the decreasing surcharge position and width, the deformation and failure mode of the system will gradually evolve in a direction that is harmful to its stability. The interaction mechanism of the slope-pile-footing system is further clarified as the load transfer of the building footing, the generation of the additional stress in the slope foundation, and the adjustment of pile bending moment due to the stress redistribution. Correspondingly, the safety of anti-slide piles will determine the stability of the slope foundation and building footing. These findings are expected to provide guidance for the comprehensive development and utilization of filled slopes after reinforcement. [ABSTRACT FROM AUTHOR]

Hammerhead pier is the preferred option in many bridge sites for its limited ground occupation. Since the bearing reactions act on the short cantilever ends of the cap beam, it is usually treated as stress-disturbed region (D region) in structural concrete. Although finite element model (FEM) can predict the response of such structures, the calculation efficiency will be sharply decreased once it enters nonlinearity. Therefore, strut-and-tie model (STM) has been promoted as an alternative approach for analyzing D regions. In this study, a loading pattern was defined to relate the axial force and bending moment of the pier column with the eccentric load ratio. Sectional analysis method and associated codes were developed to generate the STM. In addition, a full-scale hammerhead pier specimen subject to varying eccentric loads was tested. Besides, nonlinear FEM was also established to numerically investigate the response of the pier. The results indicate that the proposed STM has general applicability for modeling the hammerhead pier and shows better prediction than the FEM. The failure pattern of the hammerhead pier with a prefabricated cap beam was defined. Combining the mechanical analysis of STM and experimental results, the recommended design details for hammerhead piers were proposed. [ABSTRACT FROM AUTHOR]

Due to a high demand of space utilisation in metropolitan area, the existing tunnels, which are normally used for underground transportation and service utilities, can be suffered from the impacts caused by the adjacent constructions. In general, the protection zone of a tunnel is developed based on the assumption of shear plane of soil, rather than the soil–structure interaction. The assessment of the impacts of new construction nearby the existing tunnel is thus essential for improving the protection zone. 3D finite-element analyses are conducted for the case of the mass rapid transit (MRT) tunnels in soft ground. The impacts on the MRT tunnels from two possible underground construction cases (i.e. open cut and pipe jacking) are investigated in terms of tunnel deformations and changes in tunnel lining moment. The advantages of using 3D analysis are to model the realistic soil–structure interactions and to observe the multidirectional impacts on MRT tunnels. The results show that the bending moments increased by both open cut and pipe jacking construction activities are relatively small. For the tunnel deformations, most cases are sufficiently secure, but only in some cases, the deformations of tunnel lining almost reach the limit of 6 mm. However, it is highly recommended that they are still required to numerically examine in case by case [ABSTRACT FROM AUTHOR]

A series of 24 model laboratory tests had been performed to examine the pile response nearby the slope. The main objective of the study was to quantify the effect of the edge distance and relative density on the pile response in sloping ground with respect to level ground case. The ground slope had been maintained as 1 vertical to 1.5 horizontal for sloping ground conditions. Experiments had been performed with varying edge distances from 0 to 12 times diameter under three different relative densities as 25%, 52% and 72%. The pile response in horizontal ground condition had been acquired at the same relative density to enumerate the effect of the ground slope. The deflection and bending moment were considerably augmented for the sloping ground surface. However, values had been witnessed to decrease with the increase in the edge distance. An increase in the relative density resulted in a reduction in the pile response. A generalised p-y curve is being suggested for sloping ground conditions. Reduction factors are being reported to account for the slope effect. These can be applied to the initial stiffness and ultimate soil resistance of the p-y curve in the level ground case. [ABSTRACT FROM AUTHOR]

The response of a pile embedded in crushable sand subjected to earthquake loading is studied using finite elements. For this purpose, a bounding surface plasticity soil model (SANISAND08) is enhanced to incorporate the grain breakage via the evolution in the critical state line. The adaptive Runge–Kutta–Fehlberg stress integration method is adopted for the numerical implementation of the constitutive model. The model is implemented onto the finite element program as user-defined material. The predictive ability of the enhanced model is examined against the laboratory tests, while the pile response is validated based on the simulation results available in the literature. The effect of particle breakage on the pore water pressure ratio development and consequent changes in bending moment, pile skin friction, and pile settlement is assessed under different earthquake loading scenarios. Simulation results show that particle crushing primarily occurs at the initial stages of seismic excitation, and it escalates pore water pressure, leading to liquefaction susceptibility near the pile. Such a rise in pore water pressure considerably increases pile bending moment and reduces skin friction resistance. [ABSTRACT FROM AUTHOR]

Contact loss (CL) between tunnel linings and surrounding ground can greatly affect tunnel safety and has remained a crucial tunnel engineering issue. Physical model tests were conducted to investigate the effects of CLs of different circumferential and longitudinal lengths on shield tunnels. It was found that the tunnel rings would deform towards the CL, and the bending moments of CL zone-covered segments were affected. Regarding CL of a given longitudinal length, a critical CL circumferential length existed. When CL exceeded its critical size, tunnel structures were damaged. In practical engineering, the most effective tunnel protection measure is to prevent the CL from increasing to its critical size. [ABSTRACT FROM AUTHOR]

This paper presents the field test results of 2 × 2 vertical and batter pile groups having batter angle of 20° for four different eccentric moment magnitudes of 0.225, 0.885, 1.454, and 1.944 N m, respectively, under the static load (Ws) of 12 and 14 kN subjected to vertical vibrations. The piles used are 3.3-m-long driven steel pipe with an outer diameter (d) of 0.114 m with 3d spacing between the piles. The field test results include the determination of frequency–amplitude response, distribution of dynamic axial load and dynamic bending moment, and soil–pile separation length. The test result shows that the batter pile groups may be more susceptible to resonance amplification compared to vertical pile group. Resonance amplification results in significantly larger amplitudes of vibrations. The test results also show that the inclined configuration of batter pile groups contribute to the potential for pile–soil separation and lowering the overall load-bearing capacity under vertical vibrations. The frequency–amplitude responses from the field tests were compared with the numerical prediction based on the continuum approach with the superposition method. Furthermore, the study highlights the normalized plots on the comparative performance of batter and vertical pile groups based on the numerical and experimental study. From the present study, it is affirmed that the batter pile groups when compared to vertical pile group offers less resistance when subjected to vertical vibrations. This is due to resonance amplifications, uneven contact pressure distribution, increased potential for soil–pile separation, increased risk of overturning, and inadequate load transfer. [ABSTRACT FROM AUTHOR]

Bond failure is a crucial element in ascertaining the failure mechanisms of reinforced concrete (RC) structures. The investigation pertaining to the dynamic loading's impact on bond efficacy remains a lacuna within scholarly discourse. Therefore, 138 eccentric pull-out half-beam specimens have been fabricated to probe the intricate degradation mechanisms underlying the bond-slip phenomena between concrete and reinforcement when subjected to high-temperature transients. Initially, a series of experiments were conducted on half-beam specimens possessing different reinforcement diameters and embedded lengths. Subsequently, the transient temperature changes within the bond segment were recorded, and this was pursued by the execution of eccentric pull-out tests. Second, the bond stress-strain curves under transient temperature were measured. The experimental findings revealed that the bond strength peaked at 101°C and showed an upward trend up to 302°C. Beyond this temperature, however, the bond strength exhibited a decline. Specifically, at a target temperature of 400°C, the bond strength increased by 18.1% and 9.3% compared to values at 20°C and 200°C, respectively. In contrast, it decreased by 23.2% and 41.3% in comparison to values at 600°C and 800°C. Additionally, as the reinforcement diameter increased, there was a decrease in bond strength, while the ultimate failure force increased. Finally, a methodology for evaluating bond strength under dynamic temperature was introduced, and a semiempirical constitutive model was formulated, taking into account the interplay between different heating rates. The constitutive model underwent validation through temperature computations, proposing a bending moment calculated methods, thus affirming its accuracy under fluctuating temperature scenarios. [ABSTRACT FROM AUTHOR]

Mathematical models of prediction provide theoretical support for basic rail automation. The three-point bending method for basic rails is characterized by its simplicity and flexibility, and, as such, it is widely used in bending processes. However, due to the significant curvature changes that occur after bending, it is not suitable for scenarios requiring large arc bending, and its range of achievable deflections is limited. This study focuses on four-point bending, dividing the bending process into three stages and using a power-law material hardening model to establish different bending moment expressions for each stage. We derived the relationships between curvature, elastic zone ratio, load, and deflection, ultimately creating a load–deflection model. Based on the simple springback law, we developed the final bending prediction model. Finite element simulations were conducted to simulate the bending process under various conditions, using top punch distances ranging from 200 mm to 400 mm and die distances ranging from 600 mm to 1000 mm. These simulations validated the advantages and accuracy of the four-point bending prediction model in large arc bending. Additionally, a four-point bending experimental setup was established under specified conditions. The experimental results were compared with the theoretical model calculations, showing errors within 0.2 mm and thus verifying the accuracy of the four-point bending prediction model. The mathematical model developed in this study provides theoretical support for the automation of basic rail bending. [ABSTRACT FROM AUTHOR]

In shield tunneling, the joint is one of the most vulnerable parts of the segmental lining. Opening of the joint reduces the overall stiffness of the ring, leading to structural damage and issues such as water leakage. Currently, the Winkler method is commonly used to calculate structural deformation, simplifying the interaction between segments and soil as radial and tangential Winkler springs. However, when introducing connection springs or reduction factors to simulate the joint stiffness of segments, the challenge lies in determining the reduction coefficient and the stiffness of the springs. Currently, the hyperstatic reflection method cannot simulate the discontinuity effect at the connection of the tunnel segments, while the state space method overlooks the nonlinear interaction between the tunnel and the soil. Therefore, this paper proposes a numerical simulation method considering the interaction between the tunnel and the soil, which is subjected to compression rather than tension, and the discontinuity of the joints between the segments. The model structure and external load are symmetrical, resulting in symmetrical calculation results. This method is based on the soft soil layers and shield tunnel structures of the Shanghai Metro, and the applicability of the model is verified through deformation calculations using three-dimensional laser scanning point clouds of sections from the Shanghai Metro Line 5. When the subgrade reaction coefficient is 5000 k N / m 3 , the model can effectively simulate the deformation of operational tunnels. By adjusting the bending stiffness of individual connection springs, we investigate the influence of bending stiffness reduction on the bending moment, radial displacement, and rotational displacement of the ring. The results indicate that a decrease in joint bending stiffness significantly affects the mechanical response of the ring, and the extent and degree of this influence are correlated with the joint position and the magnitude of joint bending stiffness. [ABSTRACT FROM AUTHOR]

In the engineering structures using circular steel tube (CST), the eccentric loading of CST members often occurs due to installation error and structural form. Existing research mainly focuses on the bearing resistance of circular steel pipes under the condition of eccentricity at one end. In practical application, both ends of CST members also may be eccentric. And with the increase in eccentricity, material yielding may occur prior to flexural buckling. So far, it's lack of reports about the mechanical behavior of CST members subjected to eccentric loading at both ends and the boundary between material yielding and flexural buckling. This paper presents experimental, numerical and theoretical studies on bearing resistance of thin-walled circular steel tube with slenderness ratio of 30, 40 and 50, subjected to eccentric loading at one end and both ends, respectively. The study reveals a significant discrepancy in the prediction of bearing resistance for circular tubes subjected to eccentric loading at both ends according to existing design codes. Considering the synthesis of bending moment and deflection caused by eccentric loading at both ends, the calculation method of the bearing resistance based on flexural buckling of CST is established, which enhances the prediction accuracy of test verification. In addition, a theoretical boundary between the two failure modes appearing in CST members under eccentric loading at one and both end(s) - flexural buckling and reaching the material yielding strength - was established as dominated by the slenderness ratio and loading eccentricity. [ABSTRACT FROM AUTHOR]

Bearings are regarded as a crucial element that impacts the overall performance of the seismic analysis of bridges. The assessment of seismic performance in bridges heavily depends on the nonlinear features of bridge bearings. Therefore, it is essential to simulate the nonlinear mechanical behavior of bridge bearings to attain the required accuracy of seismic analysis. This paper examines the friction features of pot bearings using the Bouc-Wen hysteretic model, based on which a nonlinear model of pot bearings is proposed. The proposed model can rapidly and effectively analyze the nonlinear mechanical behaviors of bridge bearings under horizontal earthquakes by adequately simplifying the mechanical properties of these bearings. The accuracy of the model for horizontal seismic effects analysis is validated using a numerical simulation method. The simulation compares the nonlinear model seismic effects of the bearing with a linear-elastic model that ignores the bearing frictional effects under horizontal seismic action. The results demonstrated that in the proposed nonlinear model, the ratio of the composite bending moment and yield bending moment of the pier bottom section (demand capacity ratio) is lower than that of the linear elastic model, leading to a more accurate analysis of horizontal seismic effects and thus preventing overestimation of seismic consequences. [ABSTRACT FROM AUTHOR]

This research investigates the application of plastic fiber reinforcement in pre-tensioned reinforced concrete railway sleepers, conducting an in-depth examination in both experimental and computational aspects. Utilizing 3-point bending tests and the GOM ARAMIS system for Digital Image Correlation, this study meticulously evaluates the structural responses and crack development in conventional and plastic fiber-reinforced sleepers under varying bending moments. Complementing these tests, the investigation employs ABAQUS' advanced finite element modeling to enhance the analysis, ensuring precise calibration and validation of the numerical models. This dual approach comprehensively explains the mechanical behavior differences and stresses within the examined structures. The incorporation of plastic fibers not only demonstrates a significant improvement in mechanical strength and crack resistance but paves the way for advancements in railway sleeper technology. By shedding light on the enhanced durability and performance of reinforced concrete structures, this study makes a significant contribution to civil engineering materials science, highlighting the potential for innovative material applications in the construction industry. [ABSTRACT FROM AUTHOR]

Purpose: In vivo studies of continuous lumbar sagittal plane motion have found passive intervertebral motion to be more uneven in patients with chronic nonspecific low back pain (CNSLBP) than healthy controls, but the mechanisms are unclear. This study aimed to compare patients with CNSLBP with a matched group of pain-free controls for intervertebral restraint during passive recumbent bending. Methods: Seventeen patients with CNSLBP and minimal disc degeneration who had quantitative fluoroscopy investigations were matched to 17 healthy controls from a database acquired using the same imaging protocol. The entire database (n = 136) was examined for clustering of peaking times, magnitudes and ROM of the first derivatives of the intervertebral angle/motion curves (PTFD, PMFD and ROM) during flexion and return that might introduce confounding. The groups were then compared for differences in these variables. Results: There were significant segmental ROM differences among clusters in the database when PMFD and ROM were used as clustering variables, indicating heterogeneity. However, in the patient–control study, it was PTFD (velocity) that differentiated the groups. At L5-S1, this was at 10.82% of the motion path compared with 25.06% in the controls (p = 0.0002). For L4-5, PTFD was at 23.42% of the motion path in patients and 16.33% in controls (p = 0.0694) suggesting a reduced initial bending moment there. There were no significant differences for PMFD or ROM. Conclusion: Peaking time of passive intervertebral velocity occurs early at L5-S1 in patients with CNSLBP; however, these findings should be treated with caution pending their replication. Future studies should explore relationships with altered disc pressures and biochemistry. Usefulness for monitoring regenerative disc therapies should be considered. [ABSTRACT FROM AUTHOR]

In this study, OBC joint is improved by incorporating one web, two flanges, and two additional bolts, putting forward a novel semi-rigid joint referred to as IBC joint. Finite element models of both OBC and IBC joints are established and the former is validated based on previous research. Subsequently, a total of 84 numerical models is utilized to investigate and compare the mechanical behaviors of OBC and IBC joints, taking into account different thicknesses of side plate and flange as wll as various loading conditions. The numerical results indicate that: (I) in comparison to OBC joints, the IBC joints exhibit significant enhancements in strong axis bending performance and axial tensile performance, including average enhancement ratios of 48%, 67%, 44%, and 19% in initial strong axis bending stiffness, ultimate strong axis bending moment, initial tensile stiffness and ultimate tension, respectively; (II) compared to OBC joints, the IBC joints demonstrate reduced capacity in axial torsional resistance and axial compressive performance, with mean decline ratios of 54%, 39%, 14%, and 7% in initial torsional stiffness, ultimate torque, initial compressive stiffness and ultimate compression, respectively; (III) OBC joints have better weak axis bending performance compared to IBC joints, but this gap decreases remarkably with increasing thicknesses of side plate and flange; (IV) the initial out-of-plane shear stiffness and ultimate out-of-plane shear of the IBC joint exhibit average enhancement of approximately 20% and 10%, respectively, when compared to those of the OBC joint; (V) regarding in-plane shear performance, the initial stiffness of IBC joints exceeds that of OBC joints by an average ratio of 61%, while IBC joints with flange thickness over 10 mm demonstrate significant improvement in ultimate capacity; (VI) The mechanical performance of OBC and IBC joints shows varying degrees of improvement with an increase in the thicknesses of side plate and flange. [ABSTRACT FROM AUTHOR]

This paper investigated the lateral resistant behavior of grid-reinforced steel corrugated shear walls (GR-SCSWs), which are applied to shear walls with large width-to-height ratio. By revealing the resistant mechanism, the stiffness requirement of the subgrid, the wall–frame interaction, and the overall lateral resistance were studied. First, compared with ordinary steel corrugated shear walls, the lateral resistant behavior of GR-SCSWs and the bending moment of the boundary column were analyzed. Second, the threshold stiffness ratio was defined for the subgrid, and design suggestions were proposed to ensure that the infill panel has high and stable in-plane lateral resistance. Finally, the yielding development and shear force distribution in GR-SCSWs were explored, and an improved plate–frame interaction (PFI) model and formulas predicting the lateral resistance curve of GR-SCSWs were established by numerical analysis and theoretical derivations. It was found that, due to the full out-of-plane restraining effect of the subgrid, the GR-SCSW with optimized subpanels can achieve an in-plane shear yielding mechanism. GR-SCSWs can resist lateral loading with an appropriate yield sequence from the infill panel to the subgrid and then to the boundary frame. The modified PFI model proposed fully considered the interaction between the infill grid-reinforced panel and the boundary frame, while the theoretical formulas agreed with the FEA results and can be used to predict the lateral resistant curve and shear force distribution of GR-SCSWs. [ABSTRACT FROM AUTHOR]