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Handball is a team sport characterised by physical interaction with other opponents. This interaction produces a high load on the players that can manifest itself in various ways, from discomfort to prolonged injuries due to tears caused by excessive load. In order to establish correct protocols for application in women's teams, context- and gender-specific reference data must be available. For this reason, the present research aims to find out how women's teams in European competitions prepare for decisive matches during the match week, analysing the load in a segmented way and the level of specificity that should be achieved in training. Ex post facto research was used in which a total of 17 players belonging to a women's first division handball team in Spain participated. The variables player load and impacts extracted from the use of Wimu ProTM inertial devices were analysed. The results showed a high neuromuscular load in players at this competitive level, especially in the variable impacts, reaching values per session of up to 1000 impacts. The individuality analyses show that the load varies significantly depending on the subject, which is why it is considered essential to establish protocols for strength work and load control in the most specific way possible. [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 horizontal vibration model of partially buried pile group under vertical load is established based on Biot saturated porous media theory, considering the flow characteristics of liquefied soil. Considering the pile-soil coupling and continuous displacement conditions, the pile interaction factor solutions and the horizontal dynamic pile impedance solutions in liquefied soil under complex conditions are obtained using the variable separation method and the operator decomposition method. Parameter studies are conducted on liquefied soil characteristics and vertical loadings. The results show that at the same vibration frequency, the horizontal dynamic.pngfness of pile group decreases with the increase of surface liquefied soil thickness. When the liquefaction thickness is large, the dynamic.pngfness decreases significantly with the increase of frequency, and a negative.pngfness appears. Vertical pile top loading can reduce the dynamic.pngfness of pile group in liquefaction soils. The weakening effect becomes more obvious with the increase in the thickness of liquefied soil.

Featured Application: This work could be applied in agricultural sciences related to soil compaction (to determine the parameters causing the soil compaction). Moreover, this work can be interesting from a practical point of view—especially in agricultural practices, to reduce the risk of soil compaction. This paper presents an innovative method to determine the impact of agricultural wheels on soil. The experiment was conducted under controlled conditions, and the parameters of the tire footprints on the soil were analyzed. The tested parameters were the width, length, and depth of the footprint, the cross-section area of the tire, and the area of the footprint. All parameters were determined using the 3D scanning method. Two types of tires, two levels of vertical load, and three levels of inflation pressure were used. The aim of the research was to demonstrate differences in changes in the footprint parameters as a result of changes in the operational parameters of the tires. It was found the bias-ply tire was less responsive to changes in the width and length of the footprint than the radial tire. Moreover, it was shown that radial and bias-ply tires achieved similar values for the footprint area but in the case of bias-ply tires, there was a much greater footprint depth. This means that the side parts of the footprint of bias-ply tires have a more vertical profile, so they carry the vertical loads to a lesser extent. [ABSTRACT FROM AUTHOR]

The tripod foundation (TF) is a prevalent foundation configuration in contemporary engineering practices. In comparison to a single pile, TF comprised interconnected individual piles, resulting in enhanced bearing capacity and stability. A physical model test was conducted within a sandy soil foundation, systematically varying the length-to-diameter ratio of the TF. The investigation aimed to comprehend the impact of altering the height of the central bucket on the historical horizontal bearing capacity of the foundation in saturated sand. Additionally, the study scrutinized the historical consequences of soil pressure and pore water pressure surrounding the bucket throughout the loading process. The historical findings revealed a significant enhancement in the horizontal bearing capacity of the TF under undrained conditions. When subjected to a historical horizontal loading angle of 0° for a single pile, the multi-bucket foundation exhibited superior historical bearing capacity compared to a single-pile foundation experiencing a historical loading angle of 180° under pulling conditions. With each historical increment in bucket height from 150 mm to 350 mm in 100 mm intervals, the historical horizontal bearing capacity of the TF exhibited an approximately 75% increase relative to the 150 mm bucket height, indicating a proportional relationship. Importantly, the historical internal pore water pressure within the bucket foundation remained unaffected by drainage conditions during loading. Conversely, undrained conditions led to a historical elevation in pore water pressure at the lower side of the pressure bucket. Consequently, in practical engineering applications, the optimization of the historical bearing efficacy of the TF necessitated the historical closure of the valve atop the foundation to sustain internal negative pressure within the bucket. This historical measure served to augment the historical horizontal bearing capacity. Simultaneously, historical external loads, such as wind, waves, and currents, were directed towards any individual bucket within the TF for optimal historical performance. [ABSTRACT FROM AUTHOR]

Copyright of China Sciencepaper is the property of China Sciencepaper 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.)

Reinforcement soil slope with pile penetration is a new load bearing structure, which has a complex working mechanism, but few studies have been carried out. This paper aims to investigate the stability characteristics of this structure using model tests. The study investigates the lateral displacement and-pile bending moment caused by vertical loads and evaluates the influence of different factors, including the structure type (such as pile, cap of pile, and reinforcement material), number of reinforcing layers, spacing of reinforcement material, pile length, and slope rate on the load-carrying capacity of the pile penetration fill-reinforced load-bearing structure. The findings suggest that within a certain range, increasing the pile length and number of reinforcing layers, the limiting effect of the pile on the lateral displacement in the middle and at the bottom of the slope of the pile-penetrating reinforced structure is enhanced, which can reduce the extreme value of the bending moment and make the distribution of the bending moment of the pile more reasonable. The lateral limiting effect on the soil body can be maximized by appropriate reinforcement spacing. Within a certain range, the slope rate is reduced, which can reduce the extreme value of the bending moment, make the bending moment distribution of the pile more reasonable, and avoid the phenomenon of the localized force concentration of the pile. [ABSTRACT FROM AUTHOR]

This paper is focused on the mechanical performance of the Dou-Gong bracket at the corner under vertical load. A full-scaled specimen was tested under the static compressive load. The load-displacement curves, load distribution law and displacement of components were discussed. A finite element model was established and validated with test results. The deformation and stress of the whole Dou-Gong bracket and main components were analyzed, and the influence of the wood properties and friction coefficients was studied. The results show that there are four stages in the load-displacement curve and the plastic stiffness is 76.36% lower than that in the elastic stage. The components in the oblique 45° direction mainly transfer the force, while the load distribution ratios in the width and oblique 45° directions of the lower layer is closer to 1. The displacements of the components in oblique 45° direction in the No. 2 and No. 3 layers are smaller than those of the components in width direction. With the increase of the compressive strength, the elastic moduli in the radial direction and the friction coefficients, the stiffness in the plastic stage increases and the maximum displacement decreases. However, the compressive strength and the elastic moduli in the longitudinal direction have little effect on the load-displacement curves. [ABSTRACT FROM AUTHOR]

During the operation of a wheel loader, the external load acting on the bucket undergoes many changes, resulting in significant changes in the load ratio on the front and rear axles. For this reason, controlling a standard wheel loader is not trivial. In addition, in the case of a distributed electric wheel loader (DEWL), the operating control algorithm is often complex and is, therefore, the subject of optimization studies. This study compared the electric power consumption across different vertical loads, speeds, and travel directions for single-front, single-rear, and dual-motor configurations, both during transporting and pre-shoveling operations. The analysis led to the development of control rules based on energy-saving objectives. Under the shoveling condition, it was observed that vertical loads can lead to an insufficient driving force and skidding, necessitating the proposal of a new optimized control scheme. The results revealed that the optimal solution for transporting is the single-motor drive control scheme without a mechanical connection between the front and rear motor. With the single-motor control scheme, comparing the preferred controlled motor with the unselected motor under different loads, the average electrical power savings for forward, backward, and circling were at least 3.51%, 3.12%, and 0.34%, respectively. Under the pre-shoveling condition, the optimal control scheme was identified as the single rear motor control scheme, effectively reducing electrical power consumption. In response to the issues encountered during the shoveling condition, an economical solution involving the modification of the front axle transmission ratio has been proposed, along with an optimized control scheme based on vertical load variations. [ABSTRACT FROM AUTHOR]

In this study, the influence of a vertical load on the deformation of a suspended plastic cutoff wall and the evolution of the piping of a dike foundation were studied through model tests and numerical analysis methods. The results of the numerical analysis were in good agreement with those of the model tests. Under vertical load and seepage force, the suspended plastic cutoff wall has well co-deformation with soil, and the mud permeable zone plays the role of "bridge"; the vertical load can increase the critical hydraulic gradient and failure hydraulic gradient and the corresponding upstream waterhead of dike foundation, and the influence of failure hydraulic gradient is greater than that of critical hydraulic gradient. In addition, the numerical analysis method obtains the distribution and variation in the hydraulic gradient along the piping channel from the pre-set orifice to the inlet, which provides reliable data support for the analysis of the evolution mechanism of dike foundation piping. The study also proves that the mud penetration belt plays a synergistic and auxiliary role in the prevention of dike foundation piping by the suspended cutoff wall, which provides strong support for further understanding of the mechanism of preventing dike foundation piping by the cutoff wall. [ABSTRACT FROM AUTHOR]

The morphological changes in isolated bubbles in gassy silt play a critical role in the microscopic structures between soil particles and bubbles and macroscopic physical properties. Based on X-ray CT scanning experiments under various vertical loads (four levels), self-designed acoustic macro experiments, and a series of formula revisions to the macro-air-bearing silt sound-velocity prediction model, this paper discusses the macro- and micro-scale features of gassy silts from the Yellow River Delta. The samples consisted of different proportions of silt from the Yellow River Delta and porous media, and they were used to form two types of aerosol silts with initial gas contents of 4.23% and 7.67%. The results show that the air bubble content and external load considerably affect the microstructural parameters and acoustic behavior of gassy silt in the Yellow River Delta. The macroscopic sound velocity showed a linear positive correlation with vertical load and relation to microstructural parameters in varying manners and degrees. Based on the traditional Biot-Stoll acoustic model, the gas-phase medium coefficient was introduced for the proper calculation and prediction of the sound velocity of air-bearing silt. The errors of the overall prediction varied between 5.6% and 9.6%. [ABSTRACT FROM AUTHOR]

Enhancing the strength performance of bamboo truss. This paper discusses the performance of a customize bamboo truss and emphasizing how stress forces interact under vertical loads. The customize truss with a span 4 meters and a height with 2 meters, comprises three components; the base, truss legs and bracing. At the base of the truss underneath, whole bamboo is utilized. In contrast, the bracing section employs curved stacks of split bamboo. The design variation allows for structural support while incorporating the flexibility and strength of bamboo in different parts of the truss. It’s essential to ensure the structural integrity and load-bearing capacity in bamboo trusses. The aim of this study to investigate how the customize truss respond to the stress forces, focusing on the ability to withstand vertical loads. This research collecting data by using a quantitative methods after customizing a unique model of bamboo truss with curved stacks then conducting an experiment under hydraulic test. As a result the curved stacks model in the customize truss successes to withstand 4.78 KN vertical load.

For the project of pipe jacking in cohesionless soil, it is key to determine the vertical load on jacked pipe so as to predict the jacking force accurately. In this paper, a new parabolic soil arching model was proposed to calculate the vertical load on jacked pipe. This proposed analytical model was composed of parabolic soil arching zone, parabola-typed collapse zone and friction arch zone. Combined with existing literature, the key parameters (i.e., height of parabolic soil arching, horizontal pressure coefficient and width and height of friction arch) were determined. In addition, considering that the trajectory of major stress is parabola, the formula of horizontal pressure coefficient was deduced in the friction arch. The parabolic soil arching zone is assumed as a three-hinged arch with reasonable arch axis, and the formula of load transfer was derived considering the transition effect of parabolic soil arching. The results of experiment, theoretical models and numerical model were adopted to verify the proposed analytical model. Finally, the influence of the key parameters on the vertical load on jacked pipe were also discussed in detail. This work provides a meaningful reference for evaluating the vertical load on jacked pipe for design of pipe jacking.

A simplified model is proposed for predicting the nonlinear dynamic response of vertically loaded tapered piles in the time domain, in which the tapered pile is divided into several frustum segments and the four-spring is used for the simulation of the soil–pile interaction. The differential equations for the tapered pile are given and solved by the finite difference method. The vertical dynamic response of a typical tapered pile is investigated, and the consistency of the computational results compared with the finite element results convincingly verifies the reliability of the proposed simplified model. Then, recommended segment numbers, considering the computational efficiency and accuracy requirements for the dynamic analysis of tapered piles, are given. And parametric studies are also carried out to investigate the effect of soil and pile parameters on the nonlinear dynamic response of the tapered pile. The results show that soil nonlinearity significantly affects the vertical dynamic characteristics of the tapered pile. And the tapered pile shows better dynamic characteristics than the cylindrical pile with the same volume and pile length. In addition, the properties of the soil along the upper part of the tapered pile have a more considerable effect on the dynamic response of the tapered pile. These results help to further improve the theory of nonlinear dynamic response analysis of tapered piles and promote its widespread application in engineering practice. [ABSTRACT FROM AUTHOR]

The microscopic characterization of isolated bubbles in gassy soil plays an important role in the macroscopic physical properties of sediments and is a key factor in the study of geological hazards in gas-bearing strata. Based on the box-counting method and the pore fractal features in porous media, a fractal model of bubble microstructure parameters in gassy soil under different gas contents and vertical load conditions is established by using an industrial X-ray CT scanning system. The results show that the fractal dimension of bubbles in the sample is correlated with the volume fraction of bubbles, and it is also restricted by the vertical load. The three-dimensional fractal dimension of the sample is about 1 larger than the average two-dimensional fractal dimension of all the slices from the same sample. The uniform porous media fractal model is used to test the equivalent diameter, and the results show that the variation of the measured pore diameter ratio is jointly restricted by the volume fraction and the vertical load. In addition, the measured self-similarity interval of the bubble area distribution is tested by the porous media fractal capillary bundle model, and the fitting curve of measured pore area ratio in a small loading range is obtained in this paper. [ABSTRACT FROM AUTHOR]

The connection in bamboo construction is frequently the weakest point. This research discusses the performance of the gapit form on bamboo truss that effectively optimises the bamboo's inherent strength and can sustain vertical loads. Gapit is a connection form where a member is located between two members which also serves as a construction reinforcement. This truss optimizes the strength of whole bamboo with a total span of 4 meters and height of 2 meters. The gapit form applied at the top chord member, bracing member, and "V" support and column connections which are strengthen with bolts on the bamboo node. This research uses a quantitative method where data collection is taken through an experiment. To test the strength of the truss, a vertical hydraulic compression test was conducted. It was found that the truss can withstand a maximum load of up to 8.72 kN, with a truss decline of 7.27 cm, and a shift of 2 cm. As a result, the use of the gapit form on the truss is considered effective in withstanding large vertical loads.

The market of tractors in Russia has changed greatly in recent years. A number of new suppliers have appeared on the market, abandoned brands are replaced for Russian analogues and machines from friendly countries. It is hard to evaluate all the quantitative and qualitative diversity of tractors provided to agricultural producers through the system of machine tests, especially considering that every manufacturer has a large number of standard size ranges of power equipment. Nevertheless, the customer should have access to information about the basic consumer properties and the degree of effectiveness of a particular machine unit. The article provides a computational method for evaluating one of the most important functional indicators of tractors, namely, the level of impact of its wheels on the soil, using limited initial information: technical characteristics and operational documentation of the manufacturer. The algorithm given in the text was approved during testing real tractor samples. Insignificant differences in the assessment of the maximum pressure on the soil, obtained as a result of measurements and calculations (the difference is 1.9-3.3 %) indicate a high degree of reliability of the developed methodology, as well as the possibility of its application in engineering practice to evaluate the functional indicators of tractors, including taking into account changes in their size and mass parameters when equipped with ballast weights, agricultural machines, implements, dual tires, etc. To make calculations, it is enough to know the weight of the tractor, the weight of ballast loads (mounted implements), the size of the installed tires, their static radius and the amount of tire inflation pressure. The methodology will significantly improve the quality of the predictive assessment of the level of impact on the soil of both mass-produced and designed tractor equipment.

Handball is a team sport characterised by physical interaction with other opponents. This interaction produces a high load on the players that can manifest itself in various ways, from discomfort to prolonged injuries due to tears caused by excessive load. In order to establish correct protocols for application in women’s teams, context- and gender-specific reference data must be available. For this reason, the present research aims to find out how women’s teams in European competitions prepare for decisive matches during the match week, analysing the load in a segmented way and the level of specificity that should be achieved in training. Ex post facto research was used in which a total of 17 players belonging to a women’s first division handball team in Spain participated. The variables player load and impacts extracted from the use of Wimu ProTM inertial devices were analysed. The results showed a high neuromuscular load in players at this competitive level, especially in the variable impacts, reaching values per session of up to 1000 impacts. The individuality analyses show that the load varies significantly depending on the subject, which is why it is considered essential to establish protocols for strength work and load control in the most specific way possible.

Copyright of Engineering Mechanics / Gongcheng Lixue is the property of Engineering Mechanics Editorial Department 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.)

In the article, the semi-permanent aluminum alloy portal frame is used as the research background, beam-column joints are used as the research object, and experimental and numerical analyses are carried out. The influence of different bolt diameters and arch angles on the mechanical properties of beam-column joints under vertical load was analyzed using five sets of experiments. The experimental results show that the load–displacement curves of different bolt diameters in the elastic stage are basically consistent. After entering the plastic stage, the ultimate load first increases and then decreases, and the ultimate displacement is basically consistent. According to the experiment, there is no significant difference in the load–displacement curve when the arch angle increases from 90 degrees to 108 degrees. When the arch angle increases to 126 degrees, the stiffness and ultimate bearing capacity of the node under vertical load significantly increase. Then, a numerical analysis model was established to analyze the mechanical performance of beam-column joints under horizontal loads. The numerical analysis results indicate that under horizontal load, as the diameter of the bolt increases, the yield load, yield displacement, ultimate load, and ultimate displacement of the beam-column node exhibit no significant changes, and the change amplitude is minimal. When the beam-column node is subjected to horizontal loads, as the arch angle increases, the yield and ultimate displacement increase by 2.14 times and 2.78 times, respectively, and the yield and ultimate load decrease by 58% and 48%, respectively. Finally, a simplified design method for beam-column joints was proposed based on experiments and numerical analysis. [ABSTRACT FROM AUTHOR]

Copyright of Journal of Ground Improvement is the property of Journal of Ground Improvement 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.)

Micropiles are one of the most widely used components in civil engineering to strengthen foundations or improve the soil. These elements are also used in wind turbines. In addition to the vertical force resulting from the weight of the turbine, these tall structures are also affected by significant lateral force. This paper aims to investigate the behavior of a square micropiled foundation with the dimension of 20 cm under lateral loading. For this purpose, the reinforced foundation with 2, 4, and 8 micropiles with lengths of 40 and 60 cm in the sandy soil has been modeled experimentally and subjected to static lateral load. Also, the effect of vertical surcharge load on lateral bearing capacity has been investigated in different conditions. The results of the tests revealed that this type of reinforcement has improved the bearing capacity up to 6 times in some cases. Studying micropile collective behavior unveiled that, distant from collapse, micropile length minimally affected individual lateral capacity. In the extreme scenario (8 micropiles, 15% overload), this discrepancy was 30%. Varying micropile numbers near collapse produced two contrasting behaviors: amplification in one and reduction in another case. The determining factor in both instances was the micropile quantity, leading to a remarkable 200% role increase in the most extreme conditions. [ABSTRACT FROM AUTHOR]

Copyright of Tikrit Journal of Engineering Sciences is the property of Republic of Iraq Ministry of Higher Education & Scientific Research (MOHESR) 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.)

This paper presents an innovative method to determine the impact of agricultural wheels on soil. The experiment was conducted under controlled conditions, and the parameters of the tire footprints on the soil were analyzed. The tested parameters were the width, length, and depth of the footprint, the cross-section area of the tire, and the area of the footprint. All parameters were determined using the 3D scanning method. Two types of tires, two levels of vertical load, and three levels of inflation pressure were used. The aim of the research was to demonstrate differences in changes in the footprint parameters as a result of changes in the operational parameters of the tires. It was found the bias-ply tire was less responsive to changes in the width and length of the footprint than the radial tire. Moreover, it was shown that radial and bias-ply tires achieved similar values for the footprint area but in the case of bias-ply tires, there was a much greater footprint depth. This means that the side parts of the footprint of bias-ply tires have a more vertical profile, so they carry the vertical loads to a lesser extent.

Reinforcement soil slope with pile penetration is a new load bearing structure, which has a complex working mechanism, but few studies have been carried out. This paper aims to investigate the stability characteristics of this structure using model tests. The study investigates the lateral displacement and-pile bending moment caused by vertical loads and evaluates the influence of different factors, including the structure type (such as pile, cap of pile, and reinforcement material), number of reinforcing layers, spacing of reinforcement material, pile length, and slope rate on the load-carrying capacity of the pile penetration fill-reinforced load-bearing structure. The findings suggest that within a certain range, increasing the pile length and number of reinforcing layers, the limiting effect of the pile on the lateral displacement in the middle and at the bottom of the slope of the pile-penetrating reinforced structure is enhanced, which can reduce the extreme value of the bending moment and make the distribution of the bending moment of the pile more reasonable. The lateral limiting effect on the soil body can be maximized by appropriate reinforcement spacing. Within a certain range, the slope rate is reduced, which can reduce the extreme value of the bending moment, make the bending moment distribution of the pile more reasonable, and avoid the phenomenon of the localized force concentration of the pile.

This research experimentally investigates the flexural behavior of rectangular hollow flange cold-formed steel I-beam (RHFCFSIB) under two concentrated loads at the same distance from the support. All specimens were at a constant clear span of (L=1500mm), a constant beam specifications (t=4mm) web, flange thickness (h=300mm) for beam′s depth, and flange width of (bf=150mm). The connecting distance between the bolts, i.e., connects the web to the flanges, was (L/6), and eight stiffeners for each beam were placed under the load bearing points and at the support points on each side. The experimental program included assembling the parts to make beams and testing four specimens under two-point loads. The major parameters adopted in the current research included the flange depth, i.e., hf=30,60,90, and 120mm. The results showed that the beam with a flange depth of 30 mm had a higher ultimate load than other beams; however, it was the highest beam deflection. The beam with a flange depth of 120mm was the best section as a flexural member. The ultimate capacity of this beam increased by 15.34% and 6.4% compared to beams with flange depths of 60mm and 90mm and decreased by 12.9% compared to a beam with a flange depth of 30 mm. The maximum deflection at beam mid-span with a flange depth of 120 mm decreased by 53.8%, 44%, and 19.94% compared to beams with flange depths of 30 mm, 60mm, and 90mm, respectively. Therefore, the flange depth significantly influenced the flexural behavior by increasing the flange depth. Also, the ultimate capacity increased, and the deflection was reduced. The main conclusions drawn from the study were discussed and summarized. The research showed that the Hollow flanged sections gave the best results for flexural behavior.

During the operation of a wheel loader, the external load acting on the bucket undergoes many changes, resulting in significant changes in the load ratio on the front and rear axles. For this reason, controlling a standard wheel loader is not trivial. In addition, in the case of a distributed electric wheel loader (DEWL), the operating control algorithm is often complex and is, therefore, the subject of optimization studies. This study compared the electric power consumption across different vertical loads, speeds, and travel directions for single-front, single-rear, and dual-motor configurations, both during transporting and pre-shoveling operations. The analysis led to the development of control rules based on energy-saving objectives. Under the shoveling condition, it was observed that vertical loads can lead to an insufficient driving force and skidding, necessitating the proposal of a new optimized control scheme. The results revealed that the optimal solution for transporting is the single-motor drive control scheme without a mechanical connection between the front and rear motor. With the single-motor control scheme, comparing the preferred controlled motor with the unselected motor under different loads, the average electrical power savings for forward, backward, and circling were at least 3.51%, 3.12%, and 0.34%, respectively. Under the pre-shoveling condition, the optimal control scheme was identified as the single rear motor control scheme, effectively reducing electrical power consumption. In response to the issues encountered during the shoveling condition, an economical solution involving the modification of the front axle transmission ratio has been proposed, along with an optimized control scheme based on vertical load variations.

A simplified model is proposed for predicting the nonlinear dynamic response of vertically loaded tapered piles in the time domain, in which the tapered pile is divided into several frustum segments and the four-spring is used for the simulation of the soil–pile interaction. The differential equations for the tapered pile are given and solved by the finite difference method. The vertical dynamic response of a typical tapered pile is investigated, and the consistency of the computational results compared with the finite element results convincingly verifies the reliability of the proposed simplified model. Then, recommended segment numbers, considering the computational efficiency and accuracy requirements for the dynamic analysis of tapered piles, are given. And parametric studies are also carried out to investigate the effect of soil and pile parameters on the nonlinear dynamic response of the tapered pile. The results show that soil nonlinearity significantly affects the vertical dynamic characteristics of the tapered pile. And the tapered pile shows better dynamic characteristics than the cylindrical pile with the same volume and pile length. In addition, the properties of the soil along the upper part of the tapered pile have a more considerable effect on the dynamic response of the tapered pile. These results help to further improve the theory of nonlinear dynamic response analysis of tapered piles and promote its widespread application in engineering practice.

The present study was conducted to assess stress distribution around dental implants based on the all-on-four treatment concept. The finite element analysis (FEA) models comprised cancellous bone covered with cortical bone. Four dental implants were placed in two different designs. In model 1, the four implants were placed parallel to each other, whereas, in model 2, the all-on-four concept was followed. The vertical and lateral loads of various values were applied, and stress was evaluated. In model 2, the least stress was observed in both lateral and vertical loading in the peri-implant region. The all-on-four concept proved to be beneficial in reducing the stress around dental implants, thereby reducing the treatment cost.

A new stiffened composite pipe pile was developed for improving the foundation of reclaimed ground in ocean engineering. To study the bearing capacity of the stiffened composite pipe pile group, a combination of field test and finite element method was used. Firstly, field tests were performed on the proposed single stiffened composite pipe pile. The single stiffened composite pipe pile model was verified by comparing the numerical simulation results with the field test results. The load transfer mechanism from the stiffened core to the cemented soil and the surrounding soil was clarified. Further, a 3D finite element model of the stiffened composite pipe pile group was established based on the single stiffened composite pipe pile model. Finally, the bearing capacity of the pile group and the stress distribution of each pile were analysed and the influence of the pile spacing on the pile bearing capacity was discussed. The results showed that the axial stress of both the side and corner piles decreased rapidly with an increase in the pile spacing, and the stress-bearing ratio decreased. The stress-bearing ratio of the central pile increases with an increase in pile spacing. The smaller the pile spacing, the larger the load proportion of the composite pile group and the larger the foundation settlement. The optimal design scheme was a composite pile with a 500 mm stiffened core diameter, 700 mm outer cemented soil diameter, and a spacing between piles of four times the cemented soil diameter (2.8 m) considering the group pile bearing capacity and the economic benefits of the project. These results provide a reference for the design and construction of stiffened composite piles for ground improvement projects. [ABSTRACT FROM AUTHOR]

This paper presents a new coupled approach to incorporate the effect of vertical load on lateral response of pile in clay, by considering both the lateral and vertical strain of the soil-pile system. Experimental and numerical studies on pile subjected to combined loading carried out by different researchers showed that coupling behaviour cannot be modelled using Beams on Winkler foundation or subgrade reaction approach and use of continuum modelling is essential. However, in this present study an is made to develop a method using FEM by utilizing both the lateral and vertical strain of soil-pile system. The proposed coupled method is capable of simulating the influence of vertical load on lateral response of pile in clayey deposit much more realistically compared to uncoupled method. However, this coupling effect is more prominent for pile subjected to a vertical load equal to ultimate pile capacity (Vu), compared to pile under a load equal to allowable pile capacity (Vall). [ABSTRACT FROM AUTHOR]

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Karst landforms constitute one of the most harmful geological conditions, which have an adverse effect on the deep foundation structures of bridges. During earthquakes, the existence of karst caves can cause serious seismic damage to the bridge pile foundation. In order to investigate the seismic response of rock-socketed piles under vertical loads in complex karst cave conditions, finite element numerical simulation analyses were carried out, referring to the practical major bridge structure rock-socketed pile project in China. The peak strain distributions of rock-socketed pile foundation influenced by single-karst cave factors under the combined action of vertical loads and ground motions were investigated, and the influences of complex multi-caves were further explored. The results showed that the restraint effect of the bedrock near the pile would gradually decrease with the increase of the height of the karst cave and the decrease of the height of the karst cave roof; under the condition of a beaded karst cave, the constraint of bedrock between the karst caves makes the pile present the distribution characteristics of "multi-segment and multi-broken line"; under the condition of an underlying karst cave, the existence of the underlying karst cave would decrease the restraint of the bedrock at the bottom pile and increase the peak strain of the pile to a certain extent. This paper revealed the seismic response law of the rock-socketed pile under vertical loads within various complex karst cave conditions and developed reasonable reinforcement measures aiming at dangerous locations, providing important engineering guidance and a reference for the seismic design of rock-socketed pile foundation in complex karst areas. [ABSTRACT FROM AUTHOR]

The loading property of the wheel-rail pair is one of the main factors affecting the rational design of vehicles of various technical purposes. Based on the experience of railway transport, there is an idea that with an increase in the vertical load on the wheel and, accordingly, the rail, the durability of this pair decreases in proportion to the increase in load. However, the observations of some researchers outside of the steam load suggest that within a certain range of increasing working vertical loads on the wheel (pair of wheels) there may be a slight increase in steam strength. These data, as it were, were not refuted and did not receive theoretical confirmation. For example, from the results of solving Hertz's contact problem on the rolling of an elastic cylinder in a strip of the same material (or closed in the properties), where a direct proportion was established between the load current and New stresses in the materials of the interacting parts, and therefore proportionally reduce the durability of the pair. In contrast to the mentioned results, when setting the task, an assumption was made that the wheel and rail materials were not uniform throughout their thickness. The outer thin layers of the material under the influence of vertical and tangential adhesion loads receive surface hardening and are therefore harder, the anisotropy of the material properties of the parts in their thickness is manifested in this. In this work, an analogy was used between the task of rolling a wheel on a rail and the tasks of metal pressure processing for the cases of cold and hot rolling, running -in and other types of surface treatment of pressure parts. For these technological processes, with an increase in vertical load, significant structural changes occur in the crystal lattices of the surface layers, which can "increase", can be interpreted as a change in the modulus of elasticity and hardness indicators of the surface layers. As the depth of the stamped layer increases, the values of yield strength, strength and durability of these thin layers increase. Therefore, given this analogy, the resistance to force and wear of the corresponding pair is significantly increased during operational production within the limits limited by the so-called "critical" thickness of the stamped layer. If this thickness is exceeded, further intensive wear and further destruction of the interacting parts should follow. However, the surface strength of the parts of the wheel-rail pair can be significantly increased using static and dynamic hardening methods even before the operation of these pairs on vehicles. [ABSTRACT FROM AUTHOR]

Contribution of the raft to lateral loads in a piled raft foundation system can be influenced by various factors including vertical contact pressure, number of piles, pile length, and spacing to diameter s/d ratios. Design of the piled raft system is highly dependent upon the contribution of the raft which should be thoroughly investigated. In this article, an experimental and numerical investigation was conducted in order to assess the effects of various parameters on contribution of raft to lateral loads. In experimental approach, small-scale models of the aluminium raft and galvanized iron (GI) hollow piles were used for testing under vertical and lateral loads. Vertical and lateral load cells on piles were installed for real-time load monitoring and LVDTs were used for displacement monitoring. In numerical approach, finite element software PLAXIS 3D was used. A raft was defined as a plate element, while piles were modelled as embedded beams. Based on experimental and numerical investigations, it was found that vertical contact of raft with soil has a direct relationship lateral raft contribution. Because, due to vertical load, the firm contact between the raft and the soil develops, resulting in a significant lateral contribution. Depending on the raft’s vertical contribution, the lateral contribution of the raft was found to be ranges from 14% to 55%. The numerical results were found fairly close to the experimental results. As a result, PLAXIS 3D was used to conduct a parametric analysis and It was determined that vertical pressure was directly related while the other three parameters were inversely related to the lateral raft resistance.

In the article, the semi-permanent aluminum alloy portal frame is used as the research background, beam-column joints are used as the research object, and experimental and numerical analyses are carried out. The influence of different bolt diameters and arch angles on the mechanical properties of beam-column joints under vertical load was analyzed using five sets of experiments. The experimental results show that the load–displacement curves of different bolt diameters in the elastic stage are basically consistent. After entering the plastic stage, the ultimate load first increases and then decreases, and the ultimate displacement is basically consistent. According to the experiment, there is no significant difference in the load–displacement curve when the arch angle increases from 90 degrees to 108 degrees. When the arch angle increases to 126 degrees, the stiffness and ultimate bearing capacity of the node under vertical load significantly increase. Then, a numerical analysis model was established to analyze the mechanical performance of beam-column joints under horizontal loads. The numerical analysis results indicate that under horizontal load, as the diameter of the bolt increases, the yield load, yield displacement, ultimate load, and ultimate displacement of the beam-column node exhibit no significant changes, and the change amplitude is minimal. When the beam-column node is subjected to horizontal loads, as the arch angle increases, the yield and ultimate displacement increase by 2.14 times and 2.78 times, respectively, and the yield and ultimate load decrease by 58% and 48%, respectively. Finally, a simplified design method for beam-column joints was proposed based on experiments and numerical analysis.

The present study was conducted to assess stress distribution around dental implants based on the all-on-four treatment concept. The finite element analysis (FEA) models comprised cancellous bone covered with cortical bone. Four dental implants were placed in two different designs. In model 1, the four implants were placed parallel to each other, whereas, in model 2, the all-on-four concept was followed. The vertical and lateral loads of various values were applied, and stress was evaluated. In model 2, the least stress was observed in both lateral and vertical loading in the peri-implant region. The all-on-four concept proved to be beneficial in reducing the stress around dental implants, thereby reducing the treatment cost. [ABSTRACT FROM AUTHOR]

In this study, the impact of the second-order effect on the pipe pile's lateral dynamic responses is investigated by Novak's thin layer method. To derive the pile's axial force function, the vertical static equilibrium equations governing the pipe pile expressed in terms of displacements are rigorously solved. The lateral motion equations of the inner and outer soils are decoupled by introducing the potential functions, and the lateral soil resistance is subsequently determined. The pipe pile is idealized as an Euler-Bernoulli beam embedded within a half-space continuum. Based on the lateral vibration equilibrium equation, the solution for the pipe pile's dynamic responses is theoretically derived. By comparisons with the existing theoretical solutions in the absence of vertical loads, the correctness of the solution is verified. Parametric analysis is executed to delve into the impacts of side friction, vertical load, pile-soil modulus ratio, dimensionless frequency, Poisson's ratio, as well as length-diameter ratio on the lateral dynamic responses. Our results indicate that neglecting side friction leads to an overestimation of internal forces, including bending moments and shear forces; vertical load redistributes the pipe pile's displacements and internal forces. • The solution of lateral vibration for end-bearing friction pipe piles is derived considering the side friction of soil. • Significant redistribution of displacements and internal forces along the pile occurs due to vertical loading. • The existence of side friction enhances the stability of the pipe pile. [ABSTRACT FROM AUTHOR]

Although pile foundations are usually subjected to both lateral and vertical loads, there have been few studies on the pile response under the combined loadings. Moreover, those few studies led to inconsistent conclusions concerning the influence of vertical load on the lateral pile response. This study aims to investigate the effect of vertical load on the monotonic and cyclic lateral response of piles in normally consolidated (NC) and over-consolidated (OC) clay through a series of centrifuge tests. Three-dimensional finite element analyses using an advanced hypoplastic clay model were also performed to gain deep insight into the mechanism. It is revealed that after applying the vertical load and allowing the dissipation of the induced excess pore pressure, the lateral initial stiffness and ultimate capacity of the pile in the NC clay increased by 10.0 and 49.4%, respectively. However, in the OC clay, the application of the vertical load resulted in a 12.6 and 32.4% reduction in the lateral pile initial stiffness and ultimate capacity, respectively, showing a distinct response from that in the NC clay. The above-mentioned distinct influence of vertical load for piles can be attributed to the different evolutions of stress ratio (q/p’) of the soil around the pile in the NC and OC clay, which determines the soil mobilisable shear strength and consequently the lateral pile responses.

Suction buckets, recognized as efficient foundation structures, have found extensive applications in ocean engineering. In this study, numerical simulations are performed based on centrifuge test results to investigate the tensile and compressive behaviors of bucket foundations, considering the aspect ratio (AP). Two types of bucket foundations are defined with different AP values, namely wide-shallow and narrow-deep, respectively. The primary objective of this research is to examine the vertical bearing performance of bucket foundations under tension and compression conditions. A significant finding indicates that the ultimate bearing capacity of the bucket foundation increases with a higher AP. Additionally, there is a distinct mechanism of soil stress response between the outer and inner sides of the bucket under drainage tension. The evolution of soil stress is analyzed to illustrate the soil plug behavior within the bucket under compressive conditions. Consequently, an optional design method is proposed to assess the ultimate compressive bearing capacity, and it is validated against established experimental results. The outcomes of this study serve as a meaningful reference for the practical design of bucket foundations in engineering applications. • The vertical bearing characteristics of suction bucket for offshore wind turbines are assessed. • A unique soil stress response is observed on both sides of the bucket when subjected to drainage tension. • The soil plug behavior inside the bucket during compression is clarified by examining soil stress distributions. • An advanced design approach is proposed for assessing the ultimate vertical capacity of bucket foundations. [ABSTRACT FROM AUTHOR]

A new stiffened composite pipe pile was developed for improving the foundation of reclaimed ground in ocean engineering. To study the bearing capacity of the stiffened composite pipe pile group, a combination of field test and finite element method was used. Firstly, field tests were performed on the proposed single stiffened composite pipe pile. The single stiffened composite pipe pile model was verified by comparing the numerical simulation results with the field test results. The load transfer mechanism from the stiffened core to the cemented soil and the surrounding soil was clarified. Further, a 3D finite element model of the stiffened composite pipe pile group was established based on the single stiffened composite pipe pile model. Finally, the bearing capacity of the pile group and the stress distribution of each pile were analysed and the influence of the pile spacing on the pile bearing capacity was discussed. The results showed that the axial stress of both the side and corner piles decreased rapidly with an increase in the pile spacing, and the stress-bearing ratio decreased. The stress-bearing ratio of the central pile increases with an increase in pile spacing. The smaller the pile spacing, the larger the load proportion of the composite pile group and the larger the foundation settlement. The optimal design scheme was a composite pile with a 500 mm stiffened core diameter, 700 mm outer cemented soil diameter, and a spacing between piles of four times the cemented soil diameter (2.8 m) considering the group pile bearing capacity and the economic benefits of the project. These results provide a reference for the design and construction of stiffened composite piles for ground improvement projects.

In this paper, a numerical investigation of the effects of grout parameters on the load response of concrete pile-grout systems in soft clay is presented. The study examines the influence of grout diameter and depth on the load bearing capacity of the pile under vertical and lateral loads. The research findings indicate that grouting can enhance the load bearing capacity of a single pile system by up to 27% under vertical loads and up to 51% under lateral loads, depending on the diameter and depth of the grout used. This is due to the grout's ability to fill voids in the soil and improve the soil-pile interface, resulting in better soil-pile interaction. Additionally, the study demonstrates that increasing the diameter and depth of grout leads to a larger treated soil area and subsequently an increase in load bearing capacity. Furthermore, the research indicates a linear relationship between the amount of grout material utilized and the increase in the load bearing capacity of the pile. The study concludes that grouting is an effective method for improving the pile performance systems, particularly in soft soil conditions. The results of the research are consistent with prior studies on the use of grout material to enhance the load-carrying capacity of pile systems.

Karst landforms constitute one of the most harmful geological conditions, which have an adverse effect on the deep foundation structures of bridges. During earthquakes, the existence of karst caves can cause serious seismic damage to the bridge pile foundation. In order to investigate the seismic response of rock-socketed piles under vertical loads in complex karst cave conditions, finite element numerical simulation analyses were carried out, referring to the practical major bridge structure rock-socketed pile project in China. The peak strain distributions of rock-socketed pile foundation influenced by single-karst cave factors under the combined action of vertical loads and ground motions were investigated, and the influences of complex multi-caves were further explored. The results showed that the restraint effect of the bedrock near the pile would gradually decrease with the increase of the height of the karst cave and the decrease of the height of the karst cave roof; under the condition of a beaded karst cave, the constraint of bedrock between the karst caves makes the pile present the distribution characteristics of “multi-segment and multi-broken line”; under the condition of an underlying karst cave, the existence of the underlying karst cave would decrease the restraint of the bedrock at the bottom pile and increase the peak strain of the pile to a certain extent. This paper revealed the seismic response law of the rock-socketed pile under vertical loads within various complex karst cave conditions and developed reasonable reinforcement measures aiming at dangerous locations, providing important engineering guidance and a reference for the seismic design of rock-socketed pile foundation in complex karst areas.

Interaction between wheels and soil need to be studied to help in productivity of machine. The research aim is to study the effects of soil moisture content and tyre inflation pressure on motion resistance of narrow wheels using a locally developed single wheel test rig. A single wheel test rig facility was developed at Federal University of Technology, Akure, Nigeria. Two narrow wheels of 90 mm in width 10-10 in diameter, IRC MB90 (INOUE RUBBER COMPANY motorcycle/bikes) tire were used as the test wheels on clay soil. Two inflation pressures of 274 kPa and 380 kPa and 15, 20, 30, and 40 kg load were examined at two different soil moisture conditions (8% and 10% moisture content). R2 value for test wheel 1 with inflation pressure of 270 kPa at 8% moisture content was 0.9974 while that of inflation pressure of 380 kPa at 10% moisture content was 0.9952. Also for test wheel two (2) R2 value was 0.9977 and 0.9914 at moisture content of 8% and 10% respectively, which exhibits that test wheel 1 with inflation pressure of 270 kPa at 8% moisture content showed more motion resistance compared to motion resistance of test wheel 1 at inflation pressure of 380 kPa and 10% moisture content, while test wheel 2 with inflation pressure of 270 kPa showed low motion resistance at 8% motion content. [ABSTRACT FROM AUTHOR]

Purpose: To investigate, in vitro, the magnitudes of vertical load and torque generated during post space preparation of root canal treated teeth and their influence on microcrack development. Materials and Methods: Forty extracted premolars with single canals were decoronated. The roots were prepared using ProTaper Next system (Dentsply Sirona) to X3 file, obturated, and provisionalized. After a 3‐week incubation period, the roots were distributed into 2 groups according to the post drill system used (ParaPost fiber post and RelyX fiber post). During post space preparation, the vertical load, torque, and preparation time were recorded. Before and after the post space preparation, the roots were imaged with micro‐computed tomography (SkyScan 1172; Bruker micro‐CT) to detect new microcracks. The data were analyzed using the Mann‐Whitney U‐test and chi‐square test. Results: In ParaPost and RelyX, the post space was prepared in 48.31 ±25.28 and 47.71 ±13.36 seconds, respectively (p = 0.360). The peak vertical load generated with ParaPost (20.23 ±7.80 N) was significantly lower than that of RelyX (29.43 ±5.82 N) (p = 0.010). The maximum torque attained with ParaPost (1.42 ±0.61 N.cm) was found to be significantly lower than that of RelyX (3.23 ±1.58 N.cm) (p = 0.000). No post drill fracture or visible deformation was noticed throughout the experiment. New microcracks were found in three ParaPost samples only. Conclusions: The choice of postdrill influenced the loads and torques generated during postspace preparation. The ParaPost system showed favorably lower load and torque values during the postspace preparation compared with the RelyX system. [ABSTRACT FROM AUTHOR]

The seismic behaviour of masonry infilled frames has attracted extensive attention from researchers, and it was found that infills normally experienced a diagonal compression under lateral loading. The infill was therefore assumed as an equivalent diagonal strut in structural response estimations of infilled frames, and a force–displacement curve was adopted to describe the mechanical properties of the strut. However, in the development of the force–displacement relationship of infills, the influences of infill aspect ratio, vertical load acting on the surrounding frames, and opening were not systematically addressed. In the present study, detailed three-dimensional finite element models of masonry infilled hinged steel frames are developed in ABAQUS, and a wide parametric study is carried out to investigate the effects of aspect ratio, vertical load, and opening size and location on the lateral stiffness and strength of infill walls. A generalized force–displacement relationship model of infill walls is proposed based on regression analyses of numerical results. The efficacy of the proposed model is examined by using the existing experimental test results, and it shows that the model can accurately predict the lateral stiffness and load-carrying capacity of infill walls and thus has great potential applications in structural designs and analyses for masonry infilled steel frames. [ABSTRACT FROM AUTHOR]

In this paper, the longitudinal resistance and displacement of the WJ-8 conventional resistance fastener under vertical and torque loadings were experimentally conducted and the relationship between longitudinal resistance and displacement was established. To validate the experimental results, numerical simulation using a finite-element model of the fastener was established to obtain the longitudinal resistance variation of the conventional-resistance. Results of the analysis show that both results of the experiment and simulation are in agreements. Furthermore, the skid resistance frictional coefficient of the fastener system under the vertical load was studied and its variation rule under both vertical and torque loads was obtained. The longitudinal sliding resistance of fasteners under different torques and/or vertical loads followed a linear trend. Under load and no-load conditions, the skid-resistance frictional coefficient of the fastener system varied significantly. [ABSTRACT FROM AUTHOR]