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Reinforcement treatment for the damaged structure can guarantee the continued safe use of the building. This paper proposes a new prestressed column reinforcement technology for traditional steel structure reinforcement technology by using space profile steel structure instead of angle steel and combining prestressing technology and bolt connection. According to different constraint forms, 4 types of members were designed, and the eccentric compression test and finite element parameter analysis were carried out. The experimental study found that, after being reinforced by prestressed lattice steel, the ultimate load-carrying capacity of the specimen was increased by 49.2%, stiffness by 28%, and deformation capacity by 15%. Compared with the traditional angle steel reinforcement, the reinforcement effect is improved by more than 20% under the same cross-section steel consumption condition. Prestressing can significantly improve the utilization of steel, and steel strain increases by about 30%. At the same time, applying prestressing can improve the stress state of the concrete and steel rebar of the core column. The various parts of the reinforced specimen work together better, and the integrity is enhanced. Based on the test, a parametric analysis was carried out, mainly considering the effects of material strength, eccentricity and steel plate thickness. It was found that increasing the thickness of lattice steel can effectively improve the specimen bearing capacity and ductility, and the strength ratio of reinforcement to lattice steel is about 0.16. However, increasing the strength of steel does not have a significant effect on the bearing capacity. The deformation capacity occurs to be reduced, and using high-strength steel is not recommended. By applying prestressing, stronger restraint can be provided to the reinforced columns, and the reinforcement effect is significantly better than that of angles, which has better engineering application value. [ABSTRACT FROM AUTHOR]

This paper examines experimental data from 22 large-scale concrete-filled FRP tubes (CFFTs), each 900 mm in length and 300 mm in diameter, subjected to either concentric or eccentric compression. The study encompasses CFFTs composed of normal-strength concrete (NSC) and high-strength concrete (HSC), employing glass fiber–reinforced polymer (GFRP) tubes with fiber angles of 60° and 80°. A primary focus of this study is investigating the cracking behavior of GFRP tubes in CFFTs during loading, a durability/serviceability-related issue that has received limited attention in existing literature. Based on the test data, the study identifies two distinct types of cracking: tension-induced cracking under eccentric compression and hoop crushing under either concentric or eccentric compression. The paper delves into the underlying mechanisms behind these cracking phenomena and thoroughly explores the influence of variables such as fiber-reinforced polymer (FRP) tube thickness, fiber angle, and the type of concrete core on the observed cracking behavior. Meanwhile, the paper provides an in-depth analysis of the structural behavior of CFFTs, with a focus on aspects such as GFRP tube thickness, fiber angle, and the differences between NSC and HSC cores. These experimental results not only enhance the understanding of the behavior of large-scale CFFTs under concentric or eccentric compressions but also offer crucial insights into the differences in the compressive behavior of FRP-confined NSC columns and FRP-confined HSC columns. Additionally, the comparative analyses of local cracking behavior with the global behavior of CFFTs contribute vital information toward the development of a design method of CFFT columns in practice, with different considerations of the issues in the ultimate limit state and serviceability limit state (e.g., the corrosion protection capabilities of the GFRP tube in CFFTs). [ABSTRACT FROM AUTHOR]

To promote the application of steel-reinforced-concrete structures in prefabricated concrete structures, the semi-prefabricated steel-tube double-layer concrete (SPSTDC) column was proposed. The eccentric compression mechanical behavior was studied through theoretical analysis, experiments, and numerical simulations. Three possible failure modes, namely, compression failure, total yield failure, and tension failure, were obtained. Then, corresponding calculation methods of the bearing capacity (Nu) were established and their effectiveness was verified through comparison with test results. The analysis results showed that Nu decreased with the increase in the eccentricity. Nu increased with the precast concrete strength, and its effect on Nu diminished with increasing eccentricity. The post-cast concrete strength had a smaller effect on Nu than the precast concrete strength. Nu increased with the increase in the steel ratio αa, while the steel tube strength had little influence on Nu. The N–M curve of the SPSTDC column could be divided into three segments, corresponding to the three failure modes. For the compression failure mode, the ultimate load Ns decreased with the increase in the ultimate bending moment Ms. For the other two failure modes, the pattern was the opposite. The eccentricity had a significant impact on the horizontal lateral deflections of the SPSTDC columns. With the increase in the eccentricity, the horizontal lateral deflection corresponding to Nu increased. The horizontal lateral displacement of the mid-height section remained the largest compared with those of other sections. The lateral stiffness increased with the increase in the concrete strength, steel strength, and steel ratio. The impact of the precast concrete strength was the most significant while the influence of the steel tube strength was the weakest.

The use of cementitious grout to enlarge the member size represents a method for strengthening RC columns, addressing limitations inherent in traditional section enlargement techniques. This study conducted experiments on the eccentric compression behavior of RC columns reinforced by enlarging the member size through the application of cementitious grout. The effects of eccentricity, strengthening thickness, new steel bars, and strengthening position on the bearing capacity of columns strengthened with cementitious grout were investigated. The results show that increasing the size of the members with cementitious grout can significantly improve the bearing capacity of columns under eccentric loads, with improvement ranging from 16% to 237%. Strengthening in the compression zone had a notably greater impact compared to strengthening in the tension zone for eccentric compression members. The ultimate compressive load of the strengthened columns experienced varying degrees of improvement with the increase in strengthening thickness and area of new steel bars. In addition, the study established a calculation formula for the bearing capacity of a strengthened column under eccentric load based on the plane section assumption and verified the availability of the calculation method by comparing the calculation results with the experimental results. [ABSTRACT FROM AUTHOR]

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.)

Steel reinforcement is widely used in reinforced concrete (RC) constructions. However, the durability of the steel RC elements is often compromised due to corrosion under adverse environmental conditions. Glass fiber‒reinforced polymer (GFRP) bars have become an attractive alternative for replacing steel bars in several RC applications due to their excellent durability properties. However, the GFRP RC columns exhibit lesser stiffness and fail in a brittle manner compared to steel RC columns. Also, the second-order moments and deformations can increase in the GFRP RC columns due to the low elastic modulus of GFRP bars. The pseudoductility and postcracking behavior of GFRP RC columns can be improved by adding discrete fibers. In this study, 12 steel and GFRP RC slender columns are tested under eccentric compression (e/h ratio of 0.5), and the results are presented. The test matrix consists of (1) steel RC columns without fibers; (2) GFRP RC columns without fibers; and (3) GFRP RC columns with four different fiber dosages of (1) 0.50% and 1.0% of macrosynthetic polyolefin (PO); and (2) 0.5% and 1.0% of hybrid (HB) combination of PO and steel fibers. The test results are compared with analytical predictions considering the geometrical and material nonlinearities. The test results show that adding HB fibers resulted in higher strength and pseudoductile failure than columns reinforced with only PO fibers. HB fibers significantly increased flexural rigidity and the ultimate strength of slender GFRP RC columns. [ABSTRACT FROM AUTHOR]

The effectiveness of FRP in retrofitting/strengthening existing steel reinforced concrete (SRC) structures has been widely recognized. However, investigation on the performance of CFRP band-confined square SRC (CFRPBC-SSRC) columns are still limited. This paper compares the performance of SSRC columns without and with different CFRP bands to examine the effect of the location and width of CFRP bands on the performance of CFRPBC-SSRC. The test results exhibited that SSRC columns obtained a considerable enhancement in the ductility and load-bearing capacity (LBC) by strengthening with CFRP bands. At the same amount of CFRP employed, SSRC columns confined discontinuously with CFRP bands placed in between lateral ties under concentric and eccentric compression obtained higher LBC and ductility than their counterparts confined discontinuously with CFRP bands without taking into account the location of lateral ties. The axial-flexural interaction diagrams of CFRPBC-SRC columns were established based on two codes of FIB-Bulletin-14 and ACI-440.2R-17.

This review paper delves into the eccentric compression performance of engineered bamboo columns, focusing on objectives like evaluating methodologies, influential parameters, and testing techniques for eccentric compression behavior. It employs a systematic literature review adhering to PRISMA 2020 guidelines to synthesize data from various studies on material properties, design parameters, and construction methods. The findings reveal challenges in predicting failure modes under eccentric compression and the need for a unified model to assess the impact of eccentricity and slenderness ratios on performance. It introduces novel insights into the standardization and testing of engineered bamboo for structural applications. It addresses a significant gap in current research by offering a comprehensive predictive framework for eccentrically loaded, engineered bamboo columns. [ABSTRACT FROM AUTHOR]

A total of five ultra-high-performance concrete (UHPC)-strengthened reinforced concrete (RC) columns and one RC column were built and subjected to eccentric compression testing to examine the force performance of UHPC-strengthened eccentrically compressed plain RC columns. This experimental study examined the crack progression, the damage morphology, the deformation ability, the maximum load-carrying capacity, and the ductile properties of the eccentrically compressed columns. It also investigated the impacts of eccentricity, the reinforcement thickness, and the addition of steel fibers on the effectiveness of reinforcement. The cracking load, peak load, and ductility coefficient of the UHPC-reinforced specimens were increased by 100.28%, 172.30%, and 56.30%, respectively, compared with the RC column at an initial eccentricity of 50 mm. As the eccentricity distance increased, the bearing capacity of the UHPC eccentrically compressed specimens decreased, and the deformation capacity increased. Increasing the steel fiber dosage within the appropriate range decreased the crack width of the specimen. The addition of 2% steel fiber resulted in a 24.8% increase in cracking load, an 8.96% increase in peak load, and a 2.60% increase in ductility coefficient compared to the addition of 1% steel fiber. However, the reinforcing effect of UHPC was weakened under high eccentric pressures. Based on the theory of concrete structure and mechanical principles, the formula for calculating the compressive bearing capacity of RC columns strengthened with high-performance concrete was proposed. The results of calculating the positive section bearing capacity of eccentrically compressed RC columns reinforced with high-performance concrete are in good agreement with the test values. The results of this paper provide an experimental basis and theoretical foundation for the cross-sectional design of UHPC eccentrically compressed columns. [ABSTRACT FROM AUTHOR]

Summary: Partially encased composite (PEC) members are becoming increasingly popular because of their high strength and suitability for prefabrication and assembly. Corrugated steel plate has higher out‐of‐plane stiffness than flat steel plate. When it is combined with concrete, the bonding between corrugated steel plate and concrete is more obvious than that between flat steel plate and concrete. For this reason, a new type of corrugated web PEC column (CPEC column) was proposed in this paper, and its eccentric compression performance was studied by experiment and numerical method. Nine specimens were tested, of which two were subjected to axial compression and seven were subjected to eccentric compression. The key factors considered in the experiment were the loading direction, load eccentricity, link spacing, and width‐to‐thickness ratio of flange. A three‐dimensional finite element model of the CPEC columns was established and verified, and the influence of the wave angle of corrugated web on the behavior of CPEC columns under eccentric compression was investigated using a parametric study. Finally, the current design codes for estimating the interaction curve and bearing capacity of CPEC columns were assessed. [ABSTRACT FROM AUTHOR]

The problem ol eccentric bearing that the center ol load does not coincide with section center ol the pillar generally exists in the practice ol underground mining engineering. In order to reveal eccentric compression bearing perlormance and instability failure mechanical mechanism ol pillar with dilierent eccentricity, a test device simulating eccentric compression was used to carry out axial compression tests on live sets ol pillar under dilierent eccentricity conditions. The compressive strength and instability failure characteristics ol the pillar samples under eccentric compression were obtained. The MV-XG280 camera was used to monitor the speckle image ol the surface ol the pillar during the loading process. Combined with the digital image correlation method,the evolution process of the surlace displacement lield and strain field was analyzed when the eccentricity was 1/6 pillar width. The results show that:l)The compressive strength and elastic modulus of the pillar decrease with the increase ol the eccentricity. The larger the eccentricity, the easier it is for the pillar to reach the strength limit and damage. Compared with unilorm compression，the eccentric load greatly reduces its bearing capacity, 2) The failure characteristics of the pillar under eccentric load are small eccentric compression failure and large eccentric tension lailure. Eccentric compression makes the interaction ol the lorce and moment ol the pillar, showing that the greater the eccentricity, the more serious the overall bending delormation. 3) When the eccentricity is 1/6 ol the width ol the pillar, the displacement lield and the strain lield reflect the evolution process ol the delormation and Iracture ol the specimen. With the increase ol the load,the maximum displacement area ol the displacement lield is further concentrated, and the strain lield shows obvious localization zone，forming a macroscopic crack that eventually leads to the failure ol the pillar. [ABSTRACT FROM AUTHOR]

Copyright of Journal of Southeast University / Dongnan Daxue Xuebao is the property of Journal of Southeast 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.)

In order to study the compression behavior of basalt fiber desert sand concrete column. Twelve test columns were designed by adding basalt fiber (BF) to desert sand concrete. The desert sand concrete columns with BF content of 0%, 0. 05%, 0. 1% and 0. 15% were subjected to axial compression and static loading tests with eccentricity of 0 mm, 60 mm and 120 mm, respectively. The apparent characteristics, failure forms, bearing capacity, lateral deformation, load-compression and strain curves of concrete and reinforcement of basalt fiber desert sand concrete columns were analyzed. The results show that the addition of BF can effectively prevent the surface cracking during the initial setting of the column. With the increase of BF content, the compressive strength, bearing capacity, compressive strain and lateral deformation in the column increase first and then decrease. And the bias test shows that it can improve the tensile strength of desert sand concrete to a certain extent. It is found that some laws and relevant codes of ordinary concrete are also applicable to desert sand concrete, and eccentric compression basically conforms to the assumption of plane section. When the BF content is 0. 1%, the mechanical properties of each column reach the best. [ABSTRACT FROM AUTHOR]

In order to evaluate the bearing capacity of reinforced concrete members under combined action of compression and bending, the explicit expression of piecewise-smooth interaction equation is developed in this paper. Firstly, considering the continuity of the interaction equation and its first-order derivative at the balance point, the piecewise-smooth quadratic function is used to establish the interaction equation for both large and small eccentric compression. Then a new adjustment coefficient is defined for compressive strength of the RC member while the bearing capacity interaction equation is consistent with the failure mechanism of large and small eccentric compression members. The proposed interaction equation agrees well with the axial compression point and the pure bending point, so that the three stress states of axial compression, eccentric compression and bending can be expressed accurately by the proposed interaction equation, which overcomes the defects of the design code based on interaction equation and the interaction equation from related reference. Finally, results from the fiber section model and 119 sets of test data of eccentric loaded members are adopted for comparison with the results from different interaction equations. The results show that the piecewise-smooth interaction equation proposed in this paper achieves higher calculation accuracy and wide applicability under different section parameters and eccentricity ratio. [ABSTRACT FROM AUTHOR]

To compensate for the performance deficiencies as well as expand the application field of recycled aggregate concrete (RAC), this study provides an innovative material-component type of basalt fiber-reinforced recycled aggregate concrete (BFRRAC)-filled square steel tubular columns. The eccentric compression test after being carried out on specimens with varying replacement ratios of recycled coarse aggregate (RCA), eccentric ratio, length-diameter ratio, as well as basalt fiber (BF) content. The failure mode as well as failure process for specimens were witnessed, the load-axial displacement curves were obtained, and the eccentric compression performance for specimens was investigated. According to the results of experimentation, one workable eccentric compression finite element model was generated, soon afterwards the influencing parameters of eccentric compression performance for BFRRAC-filled square steel tube were expanded and analyzed. Moreover, the N-M correlation equation was developed. The results demonstrate that when the length-diameter ratio was 8 and 11, the specimen had large lateral deformation and bending failure, and the upper core concrete was severely damaged. Increasing the eccentric ratio and replacement ratio of RCA decreased the specimen's peak load, with maximum decreased degree is 49.8% and 10.1%, respectively. The eccentric ratio significantly affects the specimen's peak load. Basalt fiber demonstrates somewhat increase in the peak load for specimen, and the increase degree is 7.8%.

The study investigated the load capacity of cross-shaped concrete-filled steel tubular (CFST) columns under axial and eccentric compression using finite element software ABAQUS. It analyzed six specimens with measured data and an additional 26 specimens with varied parameters, including eccentricity, slenderness ratio, section steel ratio and material properties such as concrete strength and steel yield strength.The objective was to understand how these parameters affect the load capacity of cross-shaped CFST columns. The research findings suggest that as eccentricity and slenderness ratio increase, the ultimate capacity decreases. Conversely, it increases with higher steel content, concrete strength and steel yield strength. Moreover, the bearing capacity deteriorates more rapidly with reduced eccentricity and concrete strength, while it demonstrates a nearly linear increase with greater steel content. Additionally, the study found that enhancing the resilience of the channel steel significantly boosts the load-bearing capacity of the column. Based on these findings, practical design equations were developed to determine the maximum bearing capacity of cross-shaped CFST columns under axial and eccentric compression. These equations are grounded in confined concrete theory and demonstrate robust applicability for practical design purposes.

The development of self-compacting concrete-filled thin-walled steel tubular columns is a potential strategy to ease the challenge of conserving resources in society, which are largely consumed by the quickly developing civil industry. However, the application of these columns in the civil industry is rare due to insufficient research, especially research concerning the strength behaviors of the columns under eccentric compression. Therefore, the eccentric compressive behaviors of medium-length tubular columns made up of self-compacting concrete and thin-walled steel with circular sections were experimentally studied in the present paper. The feasibility of predicting the columns' ultimate capacities using existing design codes was explored, and then comparisons between the predictions and experimental values were carried out. The results showed that the eccentric compression columns had a failure morphology, buckling together with a lateral deflection while they were moved from the bottom to middle positions as the wall thickness increased. Moreover, the ratios of the predicted ultimate capacity of the eccentric compressive columns to the experimental values were within the range of 0.35 to 0.94. This indicates that the predicted ultimate capacity is conservative and safe. The codes AISC-LRFD and JCJ 01-89 achieved the most conservative and the most precise predictive results, respectively. Additionally, the decrease ratio of the predicted ultimate capacity of the eccentric compressive columns to the experimental values was more evident than that of axial compressive columns. This paper can serve as guidance for the design and application of these columns, as well as foster a sustainable and resilient civil industry. [ABSTRACT FROM AUTHOR]

During this study, eight basalt fiber-reinforced recycled aggregate concrete-filled circular steel-tubular (C-BFRRACFST) column specimens were subjected to eccentric compression tests with different replacement ratios of recycled coarse aggregate (RCA), basalt fiber (BF) contents, length-diameter (L/D), and eccentricity. The whole process of stress as well as failure mode of the specimens were observed, and a load–displacement curve as well as a load–strain curve for the specimens were measured. The impacts of various parameters upon the bearing capacity, peak displacement, and ductility coefficient of the specimens were analyzed. Subsequently, a 3D finite element model of the C-BFRRACFST column was established, and the whole process of stress was simulated. Based on the finite element simulation results, the N/Nu-M/Mu correlation strength curve of the C-BFRRACFST columns was verified. The exploration demonstrated that under eccentric load, the C-BFRRACFST column eventually underwent destruction of the overall instability. The load–axial displacement curve was characterized as three stress stages: elastic, elastic–plastic, declining, as well as declining stages. The strain of the mid-span section for the specimens follows the plane section assumption, and the lateral deflection basically follows the sine waveform curve. The ultimate bearing capacity of the specimens exhibited little change as the replacement ratio of RCA improved, while the ductility progressively reduced. Furthermore, the ultimate bearing capacity of the specimens failed to be obviously changed as the BF content enhanced, while the ductility progressively rose. Increasing the L/D gradually reduced the specimen's ultimate bearing capacity alongside its ductility. The corrected N/Nu-M/Mu curve agreed well with the findings of finite element simulation. [ABSTRACT FROM AUTHOR]

For the sake of solving sustainability issues and analyzing the complicated service force states, eccentric compression experiments on self-compacting concrete-filled thin-walled medium-length steel tube columns with a circular cross-section were carried out in the present study. Thereafter, the influence of the eccentric ratios and the wall thickness factors on the mechanical behavior and failure characteristics of both the eccentrically loaded and axially loaded columns was comprehensively analyzed. Finally, prediction formulas for the ultimate load of the columns under eccentric compression were proposed, and a comprehensive comparison of the ultimate loads between the predicted values and experimental values was also conducted. The results indicated that the typical failure characteristics of the eccentrically loaded columns presented lateral deflection together with buckling, while the axially compressed columns displayed expansion and rupture at local positions. Moreover, the ultimate loads of the eccentrically loaded columns decreased by 43.0% and 34.5% in comparison to the columns under axial compression, with the wall thickness factor decreasing from 116.7 to 46.7, respectively. Meanwhile, the ratios of the ultimate loads calculated using design codes to the tested values were in the range of 0.70~0.90, which demonstrated that the design codes could predict the ultimate loads conservatively. Additionally, the ratios of the ultimate loads calculated using the proposed formulas to the tested values were within the range of 0.99~1.08, implying that the proposed formulas were more accurate than the design codes. At the same time, the initial stiffness of the columns under eccentric compression was correspondingly lower than that of the columns undergoing axial compression. The lateral deflections along the height of the columns were almost symmetrical at different loading levels. This study could provide a meaningful approach for designing columns and facilitate their application in civil industry. [ABSTRACT FROM AUTHOR]

Architectural barriers are a very topical issue that affects the entire population, not just people with disabilities. In recent years, there is more and more talk of design of private and public spaces without architectural barriers that can hinder anyone's mobility. All of this concerns both new and existing structures. In new constructions the theme of accessibility is considered since the initial phase of the design process while in existing structures, depending on the specificity of the building 'ad hoc' solutions need to be identified and appropriately integrated into the building systems. In this last field, the problem of vertical accessibility is frequently solved by elevators which are frequently made of thin‐walled steel structural elements. This work presents an experimental‐numerical investigation of thin‐walled profiles used for building steel elevator. The performance of two different cross‐sections under compression was studied. At this aim stub‐column tests of specimens having an axial force applied to the cross‐section centroid and with different eccentricities from the centroid were performed. Alongside the experimental study, a large numerical study was developed by using refined finite element models to simulate the experimental results. Numerical and experimental studies made it possible to draw the M_N sections domain which were compared with the theoretical ones obtained on the basis of the formulas provided by EC3‐1‐3. It is shown that for the considered profiles, the expression prosed by EC3‐1‐3 is from the safe side. [ABSTRACT FROM AUTHOR]

In the practice of modern construction, flexible centrally and eccentrically compressed reinforced concrete elements are becoming more common. In this regard, the relevance of studying their work and the mechanism of bearing capacity exhaustion increases. There are two directions in determining the bearing capacity of these elements: calculation for stability and calculation for strength. The loss of stability in a number of cases, obviously, can cause the destruction of not only centrally, but also eccentrically compressed rods with small eccentricities, since under certain conditions they can practically turn out to be close in their work. The stability of these eccentrically compressed rods is calculated by multiple integration. Such a calculation is especially laborious for reinforced concrete elements. This article is devoted to the study of the stability of centrally and eccentrically compressed reinforced concrete rods with small eccentricities, taking into account the creep of concrete. An eccentrically compressed rod with a small eccentricity of length l is replaced by a centrally compressed rod of length l0 so that the bending arrow includes the eccentricity. The numerical values of the rheological coefficients are determined from the boundary values of the reduced stiffness, which varies along the length of the rod. Complicated integration is replaced by the solution of the differential equation of the bent axis of the rod in the form of a sinusoid half-wave.

In order to study the mechanical behavior of concrete-filled steel tube(CFST) short column with different void ratios under a certain eccentricity. A fiber model of concrete-filled steel tube section with different void heights was established. Compared with existing model test data, the axial force and flexural moment strength models of concrete-filled steel tube columns with different void ratios were established. The results show that, in the case of different void ratios, the cross-section strength envelope shows an overall contraction tendency with the increase of void ratio, and each line is basically parallel. A model for calculating the coefficient of axial load degradation was established. The Han’s flexural moment strength model of the flexural component was revised, and the strength model of concrete-filled steel tube column under eccentric compression considering void ratio was established, which provides a theoretical basis and method for the safety assessment during the operation of concrete-filled steel tube arch bridges.

Machine learning (ML), as a promising artificial intelligence method, gradually begins to be applied in predicting the behavior of structural members and demonstrates its superior capability in capturing the nonlinear data laws between various structural parameters and the targeted capacity. For concrete-filled steel tube (CFST) under eccentric compression, the nonlinear material confinement and the unsymmetrical loading make the application of ML methods both challenging and appealing. In this study, a comprehensive literature review is conducted to gather data from 92 reported test programs, and an experimental database consisting of 899 eccentrically loaded circular CFST samples is established. Through structural behaviors and correlation analysis of the data, input parameters for the ML models are rationally identified. Prediction models are developed using seven single ML algorithms, two ensemble ML algorithms and two reference regression methods, with their predictions compared and explained by the shapely additive explanation (SHAP) approach. Based on Monte Carlo simulation, the uncertainty quantification of predicted capacities is conducted considering four degrees of randomness. The results reveal that extreme gradient boosting (XGBoost) yields the best prediction performance, providing less than 5% prediction errors for more than 58% samples. Compared with existing capacity calculation methods for CFST under eccentric compression in design standards, the established ML models exhibit higher accuracies and wider applicable ranges. [ABSTRACT FROM AUTHOR]

Copyright of Railway Construction Technology is the property of Railway Construction Technology 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.)

Copyright of Bulletin of the Chinese Ceramic Society is the property of Bulletin of the Chinese Ceramic Society 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.)

Ductility-based structural design is currently the mainstream method. In order to analyze the ductility performance of concrete columns with high-strength steel reinforcements under eccentric compression, corresponding experimental studies have been performed. Numerical models were established, and their reliability was verified. Based on the numerical models, the parameter analysis was carried out, where eccentricity, concrete strength, and reinforcement ratio were considered to systematically discuss the ductility of the concrete column section with high-strength steel reinforcement. The results show that the ductility of the section under eccentric compression increases with the strength of the concrete and eccentricity, and decreases with the reinforcement ratio. Finally, a simplified calculation formula capable of quantitatively evaluating the section ductility was proposed. [ABSTRACT FROM AUTHOR]

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.)

Abstract Recently, various types of steel meshes were used as additional internal reinforcement for improving the confinement, ductility, and strength of the reinforced concrete (RC) columns. In this experimental study, a welded wire mesh (WWM) layer was used as an internal reinforcement in addition to the traditional steel reinforcement (longitudinal bars and transverse ties) for short and long RC columns under concentric and eccentric compression. Thirty-six square RC columns with two slenderness ratios λ (height to width ratio) of 9 and 18 were tested under compression with eccentricity ratios e/t (eccentricity to section thickness ratio) of 0, 0.13, and 0.26. The reference columns were traditionally reinforced with longitudinal steel bars and transverse ties with a reference volumetric ratio ρ r of 0.44%. The other columns comprised a WWM layer wrapped outside the ties whose volumetric ratio ranged from 0.22% to 0.44%. The results demonstrated that the columns reinforced with a WWM layer in addition to traditional reinforcement showed an improvement in ductility and strength compared to those reinforced with longitudinal bars and transverse ties only. A WWM layer increased the ultimate load of the columns comprising ρ r ties by approximately 16% and 9% for short and long columns, respectively. These improvements were proportional to the ties volumetric ratio.

Disconnectable coupling (DC) joints of steel bracing in foundation pit engineering are inevitably subjected to eccentric load, but their mechanical properties under eccentric load have not been thoroughly investigated. Based on full-scale test results of DC joints under axial compression, a validated finite element model was established. The bearing capacity and flexural performance of DC joints under eccentric load were studied systematically through a series of numerical simulations. These parameters included the length, width and height of the steel wedge; eccentricity; steel tube wall thickness; channel steel thickness and middle-rib plate height. Based on the numerical results, a modified moment–rotation model was established. The results obtained show that the numerical models accurately reflect the failure mode and the load-displacement curves revealed by the full-scale test. The bearing capacity and flexural performance of DC joints decreases with eccentricity, middle-rib plate height, and steel wedge height. The effect of eccentricity is the most significant. By contrast, the bearing capacity and flexural performance of DC joints increases with steel wedge length, steel wedge width, channel steel thickness and steel tube wall thickness. The modified moment–rotation model can describe the flexural performance of DC joints accurately under eccentric load. [ABSTRACT FROM AUTHOR]

Coal gangue is the waste created in the coal mining process and can be utilised as a coarse aggregate in construction projects to solve the environmental problems it causes. To study the mechanical properties of steel fibre reinforced coal gangue concrete (SFCGC) columns under eccentric compression, two natural aggregate concrete (NAC) columns and eight SFCGC columns were designed and fabricated for eccentric compression loading tests. The variables involved in the tests include gangue substitution rate (0%, 30%, 50%, 70%), steel fibre volume content (SFVC) (0%, 0.5%, 1%, 1.5%), and eccentricity (0.25, 0.5). The experimental work and theoretical analysis were used to investigate the failure mode, cracking, and ultimate bearing capacity of SFCGC columns. The effects of various variation parameters on the longitudinal strain, concrete strain, transverse displacement, crack width, and bearing capacity were analysed in detail. The digital image correlation (DIC) technique was used to compare with the conventional observation and to analyse the cracking trend of the specimens. The testing results revealed that the damage pattern of SFCGC columns under eccentric compression was similar to that of NAC columns. The eccentricity significantly affected the damage pattern (or bearing capacity) of SFCGC columns. The effect of the coal gangue replacement rate on the lateral displacement corresponding to the ultimate load can be neglected under the same eccentricity. The incorporation of steel fibres effectively inhibited the development of cracks in the columns, with an average increase in crack load and ultimate load of 7.36% and 17.1%. The equations were also established to determine the crack width and bearing capacity of the studied SFCGC columns, and the theoretical predictions agreed with the experimental results. [ABSTRACT FROM AUTHOR]

A low-clearance tunnel portal in the shallow-buried, joint-developed, broken, and loose surrounding rock slope deposit may cause safety issues during construction. In this study, the Guanyin Mountain Tunnel of the Chong-Ai expressway was taken as a case study, and the characteristics of the loose and broken surrounding rocks, their low clearance, and shallow buried bias were comprehensively studied. The three-dimensional numerical model of the Guanyin Mountain tunnel portal section was constructed by the Rhino, AutoCAD, and FLAC 3D software, and the whole construction process of the tunnel portal was simulated. Under the conditions of loose and broken surrounding rocks, the surrounding rock deformation, surface settlement, and slope stability at the portal of the shallow buried tunnel with a small clear distance during the construction of the center diaphragm (CD) method and circular reserved core soil method were studied. The following conclusions are drawn. During the simulated excavation of the tunnel, the maximum surface settlement is 10.74 mm, which meets the requirement of the specification. When the left tunnel is excavated, the surrounding rock deformation of the right arch shoulder should be carefully considered. The maximum deformation value can reach 14.314 mm. After excavation, the deformation rate of the right tunnel is large, and initial support should be installed in time. Since the stratum rock at the portal of the tunnel is strongly weathered, the uplift value of the arch bottom is large and gradually decreases along the axial direction. The tunnel arch bottom and arch foot are plastic areas prone to tensile damage. Therefore, it is imperative to strengthen the inverted arch support of the tunnel in the strongly weathered rock stratum. The excavation sequence of the tunnel portal section adopts the method of excavating the left tunnel first and then excavating the right tunnel, which is more conducive to ensuring the slope stability. [ABSTRACT FROM AUTHOR]

A total of five ultra-high-performance concrete (UHPC)-strengthened reinforced concrete (RC) columns and one RC column were built and subjected to eccentric compression testing to examine the force performance of UHPC-strengthened eccentrically compressed plain RC columns. This experimental study examined the crack progression, the damage morphology, the deformation ability, the maximum load-carrying capacity, and the ductile properties of the eccentrically compressed columns. It also investigated the impacts of eccentricity, the reinforcement thickness, and the addition of steel fibers on the effectiveness of reinforcement. The cracking load, peak load, and ductility coefficient of the UHPC-reinforced specimens were increased by 100.28%, 172.30%, and 56.30%, respectively, compared with the RC column at an initial eccentricity of 50 mm. As the eccentricity distance increased, the bearing capacity of the UHPC eccentrically compressed specimens decreased, and the deformation capacity increased. Increasing the steel fiber dosage within the appropriate range decreased the crack width of the specimen. The addition of 2% steel fiber resulted in a 24.8% increase in cracking load, an 8.96% increase in peak load, and a 2.60% increase in ductility coefficient compared to the addition of 1% steel fiber. However, the reinforcing effect of UHPC was weakened under high eccentric pressures. Based on the theory of concrete structure and mechanical principles, the formula for calculating the compressive bearing capacity of RC columns strengthened with high-performance concrete was proposed. The results of calculating the positive section bearing capacity of eccentrically compressed RC columns reinforced with high-performance concrete are in good agreement with the test values. The results of this paper provide an experimental basis and theoretical foundation for the cross-sectional design of UHPC eccentrically compressed columns.

Recently, various types of steel meshes were used as additional internal reinforcement for improving the confinement, ductility, and strength of the reinforced concrete (RC) columns. In this experimental study, a welded wire mesh (WWM) layer was used as an internal reinforcement in addition to the traditional steel reinforcement (longitudinal bars and transverse ties) for short and long RC columns under concentric and eccentric compression. Thirty-six square RC columns with two slenderness ratios λ (height to width ratio) of 9 and 18 were tested under compression with eccentricity ratios e/t (eccentricity to section thickness ratio) of 0, 0.13, and 0.26. The reference columns were traditionally reinforced with longitudinal steel bars and transverse ties with a reference volumetric ratio ρr of 0.44%. The other columns comprised a WWM layer wrapped outside the ties whose volumetric ratio ranged from 0.22% to 0.44%. The results demonstrated that the columns reinforced with a WWM layer in addition to traditional reinforcement showed an improvement in ductility and strength compared to those reinforced with longitudinal bars and transverse ties only. A WWM layer increased the ultimate load of the columns comprising ρr ties by approximately 16% and 9% for short and long columns, respectively. These improvements were proportional to the ties volumetric ratio. [ABSTRACT FROM AUTHOR]

A comprehensive study focuses on the eccentric compressive behavior of steel‐fiber‐reinforced recycled concrete filled steel tube (SRCFST) columns. A total 39 stub columns are tested, and the variables include eccentricity ratio (e/r), steel fiber volume, quality replacement rate of recycled aggregate, concrete strength grade, and diameter–thickness ratio of steel tube. Failure mode, the load–lateral deflection behavior and the moment–curvature response are analyzed. The load–moment interaction relationships, the load–strain responds and the neutral axis position are researched. The results show that the use of recycled aggregate causes the little‐to‐no influence on the eccentric loaded performance of SRCFST columns with a relative smaller e/r. However, the ultimate load and deformability of the columns with higher e/r both decreases rapidly. Adding steel fibers can offset this adverse effect. The addition of steel fibers sustains a higher relative compression region height in the cross section. The ultimate load descent of SRCFST columns due to the increase of e/r is slower than ordinary concrete filled steel tube and recycled aggregate concrete filled steel tube columns. Moreover, on the basis of the unified theory, a calculation model is proposed to predict the ultimate capacity of SRCFST columns under combined loadings. The model captures well the compressive response of SRCFST columns. [ABSTRACT FROM AUTHOR]

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Thin‐walled cold‐formed steel elements represent an attractive structural solution due to the fast manufacturing and erection time on‐site. Their small thickness leads to imperfection and sensitivities to eccentricities. An experimental programme was performed on short members with lipped channel cross section, subjected to eccentric compression about the minor and major axes, in a large range of eccentricities. The specimens were manufactured on a folding machine. Before testing, the dimensions of all specimens were measured. Shortening of all specimens was measured in two ways, i.e., 1) using the displacement gauge integrated with the machine crosshead beam and 2) from deformation fields obtained using digital image correlation (DIC) system. The quantitative results, presented as the ultimate loads versus the eccentricity curve, emphasise the influence of the eccentric load on the capacity of the element. Finite element (FE) analyses were performed to simulate the behaviour of short members in eccentric compression using the commercial FE software ABAQUS/CAE and ANSYS. Static non‐linear analyses were conducted in displacement control. Both geometrical and material nonlinearities were included. An isotropic linearly elastic‐perfectly plastic constitutive model was considered, with von Mises yielding the criterion and associated flow rule. Failure modes were identified due to numerical and experimental tests. Plastic mechanism models were derived, resulting in the derivation of post‐ultimate, rigid‐plastic curves, characterising a post‐ultimate structural behaviour. [ABSTRACT FROM AUTHOR]

With the development of pre-fabricated composite structures, concrete filled steel tubular (CFST) columns have been widely used, and researches on T-shaped CFST slender columns have attracted much attention. Since ordinary T-shaped CFST columns have weak constraint on concrete at the sectional concave angle region and local buckling easily occurs in this region, a multi-cellular T-shaped concrete filled steel tubular (MCT-CFST) column was developed for improving the axial resistant performance. In this study, the global stability performance of MCT-CFST slender columns under uniaxial eccentric compression was investigated. Firstly, three pin-ended MCT-CFST slender columns were tested under eccentric compression with different eccentricities. Secondly, a refined finite-element (FE) model of MCT-CFST column was established, and the load–displacement curves, Mises stress and deformation diagrams from the FE analysis were compared with the experimental results to verify the validity of the FE model. Moreover, based on the validated FE model, a parametric analysis was carried out to study the effects of normalized slenderness ratio, thickness of steel plate and material strength on the global stability performance of MCT-CFST slender columns under combined axial and bending loads. Finally, N - M interaction curves were obtained from the numerical simulations, and these results were considered to provide valuable references for designing MCT-CFST slender columns in engineering practice. [ABSTRACT FROM AUTHOR]

In order to study the eccentric compression performance of high-strength non-shrinkable grout reinforced concrete columns under different parameters, a series of eccentric tests of 7 reinforcement components and 1 contrasting component were designed and done. The crack development, deflection and overall destruction pattern of the components under load were recorded. Results show that the original column concrete and the high-strength grout reinforcement layer can work well and resist force. The high-strength grout, as a new material, greatly improves the limit carrying capacity of eccentric pressure components. The form of one-sided reinforcement improves the overall force state of the components. The two-sided and four-sided reinforcement improves the carrying capacity and resistance deformation of the components obviously. With the increase of the thickness of the reinforcement layer, the reinforcement effect becomes more obvious. [ABSTRACT FROM AUTHOR]

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Coral aggregate concrete (CAC) has been identified as a promising building material for reef engineering construction, yet its practical application remains challenging due to incomplete research on the mechanical behaviors of the CAC beam and column components. In this study, a 3D mesoscale modeling approach considering the heterogeneity of CAC was utilized to investigate the mechanical performance of coral aggregate reinforced concrete columns (CARCCs) under axial and eccentric compression. Through numerical delineation of failure processes and damage mechanisms at the mesoscale, comprehensive parametric analysis integrating both numerical simulations and experimental validations were executed to assess the load-bearing capacity of CARCC. Results indicate that the mesoscale model has significant reliability in simulating the deformation and cracking failure behaviors and analyzing the load-displacement relationships of CARCC under axial and eccentric compression loads. When under axial loads, macroscopic cracks in CARCC primarily develop in an oblique manner, precipitating significant concrete spalling and extensive cracking failure along the longitudinal axis. Under eccentric loads, failure advances from crack initiation at load points to abrupt vertical fractures in stressed zones, manifesting a decrement in the load-bearing capacity with escalating eccentricity. Furthermore, the strength grade and reinforcement ratio exert a profound influence on the load-bearing capacity, with disparate impacts under varied loading conditions. It is concluded that reinforcement strategies tailored to specific loading conditions have significant implications for the design and safety of reinforced concrete structures in reef engineering projects. • A 3D four-phase mesoscale modelling approach for CARCC. • Studies on the mechanical properties of CARCC under uniaxial compression. • Studies on the mechanical properties of CARCC under eccentric compression. • Parametric studies on the uniaxial and eccentric compressive properties of CARCC. • Mesoscopic cracking process and failure mechanism of CARCC components. [ABSTRACT FROM AUTHOR]

To explore the impact of localized corrosion on the mechanical properties of hollow steel columns under eccentric loads, a specialized localized immersion-accelerated corrosion apparatus was developed. This device facilitated the creation of 17 locally corroded specimens, all subjected to eccentric loading. A systematic examination was conducted on various corrosion parameters including corrosion length, corrosion angle, localized corrosion rate, and corrosion location as well as loading conditions, which encompassed eccentricity and loading angle. Surface corrosion morphology and statistical parameters of the specimens were obtained using a 3D scanner. Subsequently, a nonuniform corrosion model, based on element displacement, was formulated through finite element analysis. Both experimental findings and numerical simulations indicate that localized corrosion does not alter the failure mode of locally corroded circular steel tubes (LCCSTs), which predominantly undergo local buckling in the compressed region. However, it was noted that localized corrosion leads to the elimination of the ascending segment in the load-displacement curve of the LCCSTs, thereby reducing both the ultimate load and ductility. Interestingly, the ultimate load of the LCCSTs was found to be relatively unaffected by variations in corrosion length and location but significantly influenced by factors such as localized corrosion rate, corrosion angle, eccentricity, and loading angle. Furthermore, through a comparative analysis of existing calculation models for the ultimate load of LCCSTs in major specifications, a practical model that accounts for localized corrosion is proposed. This model demonstrates high accuracy and is expected to enhance the understanding and prediction of the ultimate load capacity of LCCSTs in real-world applications. • 17 steel tubes with local corrosion were loaded eccentrically. • Localized corrosion does not impact the failure mode but diminishes N u and DI. • Established validated FE models based on element offset for non-uniform local corrosion. • The N u of LCCSTs is more sensitive to the parameters: corrosion rate, angle, eccentricity, and loading angle. • A method was proposed to determine the ultimate strength of LCCSTs. [ABSTRACT FROM AUTHOR]

This study proposed an improved design method for predicting the load-carrying capacity of H-section aluminium alloy slender columns under eccentric compression based on CSM. Through eccentric compression tests and extensive numerical simulations, the study explored the influence of cross-sectional dimensions, member slenderness ratios, and initial geometric imperfections on the load-carrying capacity of columns. The proposed CSM-based design method utilized CSM limiting stress and CSM buckling reduction factors tailored to aluminium alloy columns, accounting for the specifics of their material behavior and geometric properties. The comparison and evaluation of the load-carrying capacities predicted from the proposed design method, European design code, and American design code, as well as with experimental and numerical results, were conducted. Meanwhile, the reliability analyses on these design method and codes were also performed, adopting the method provided by the AISC and EN 1990, Annex D. The comparison and reliability analyses results indicate that, compared to existing design codes, the proposed CSM-based design method could provide more accurate, consistent, and reliable load-carrying capacities of H-section aluminium alloy slender columns under eccentric compression. • Developed a CSM-based design method for predicting load-carrying capacity of H-section aluminium alloy columns under eccentric compression. • Assessed the influence of cross-sectional dimensions, member slenderness ratios, and imperfections on column performance using CSM factors. • Compared the proposed design method with European and American design codes, providing more accurate and consistent results. • Conducted reliability analyses using AISC and EN 1990, Annex D, confirming the reliability of the proposed design method. [ABSTRACT FROM AUTHOR]

This paper numerically studied the compression behaviours of ultra-high performance concrete - filled square high strength steel tubes (UFSHTs) at low temperatures. Firstly, finite element models (FEMs) were developed to simulate the ultimate strength behaviours of UFSHTs under bending and compression, which were extensively validated by bending and compression test results. Then, extensive FEM analysis were carried out to investigate the low-temperature eccentric-compression behaviours of UFSHTs at low temperatures. The studied parameters in this numerical analysis included low temperatures, eccentricities, and slenderness ratios. The FEM parametric studies showed that (1) reducing low temperatures improved the eccentric-compression capacities; (2) The load-displacement curves exhibited a more protracted hardening stage with higher eccentricity ratios; (3) the normalized N-M curves were shrunk inward with slenderness ratios increasing. Finally, modified code equations were proposed to estimate the N - M interactions of UFSHTs under low-temperature eccentric-compressions, and validations of the predictions against the test and numerical results confirmed that the modified Eurocode 4 code equations provided more reasonable estimations than AISC360 and GB50936. • FEMs on eccentric compression behaviours of UHPC-filled high-strength steel tubes (UFSHTs) at low temperatures are developed • Low temperatures improve eccentric compression behaviours of UFSHTs • Eurocode 4 predict well the N - M interactions of UFSHTs at low temperatures • Low temperatures do not affect generalized N - M interactions of UFSHTs at low temperatures [ABSTRACT FROM AUTHOR]

To explore the eccentric compressive behaviors of partially encased recycled aggregate concrete (PERAC) columns after exposure to high temperatures, 12 columns were tested in this paper, including 3 columns under axial load as controls. Factors considered in the experiment were replacement levels (r) of recycled coarse aggregate (RCA), temperature (T), and relative eccentricity (e/H). The test results show that the temperature rising of webs is effectively delayed by protection of recycled aggregate concrete (RAC). And the post-heated PREAC column has higher ductility under eccentric load due to the better deformation capacity of RAC than that of natural aggregate concrete (NAC). Similar to the effect of T , when the e/H adds from 0 to 0.2, both ultimate axial strength and initial stiffness of columns decrease significantly. When e/H adds from 0.2 to 0.4, flanges away from the loading axis are gradually changed from compression to tension. All columns eventually fail due to local buckling of flanges near loading axis. Compared with partially encased concrete (PEC) columns, the r of 50% is beneficial for PERAC columns to get better ductility and maintain stiffness. In addition, the modified method based on the code T-CECS719–2020 can be used to predict the ultimate strength of PERAC columns after exposure to high temperatures. • Compression tests are conducted on post-heated PERAC columns with different relative eccentricity. • Effects of different parameters on loading behaviors of PERAC columns were evaluated. • The presence of RAC can effectively delay the rise of web temperature during heating process of the column. • Columns exposed to higher temperatures tend to have larger deflection and lower loading capacity. • A bearing capacity calculation method for PERAC columns exposed to high temperatures is proposed. [ABSTRACT FROM AUTHOR]

The combined use of seawater sea-sand concrete (SSC), epoxy-coated rebar (ECR) and fiber-reinforced polymer (FRP) can achieve significant economic and environmental benefits in coastal infrastructure constructions. Thus, this paper first presents an experimental and analytical study on the eccentric compression behavior of partially carbon FRP (CFRP) wrapped SSC columns reinforced with ECR. The effects of load eccentricities, thickness of CFRP strips, clear spacing ratios, and slenderness ratios were comprehensively analyzed. Test results show that as the eccentricity increased from 60 mm to 120 mm, the increment of load capacity of partially CFRP wrapped columns reduced by 27.6 % to 17.1 %. Moreover, a larger lateral deflection was detected for the specimens with a relatively high slenderness ratio, which results in an obvious second-order effect and further aggravates the nonlinearity of axial load-bending curves, especially for the specimens under a small eccentricity. In addition, an eccentricity-dependent stress-strain model for concrete was developed under FRP strip-steel hoop composite confinement, and the lateral deflection formula of eccentrically loaded columns was also derived based on force equilibrium analysis. Finally, a new theoretical formula incorporating the effect of the slenderness ratio was also presented for the determination of load and moment capacity of the partially CFRP wrapped columns based on section analysis. By comparing with the test results, the developed model exhibits satisfactory accuracy. • Eccentric compression performance of partially CFRP wrapped SSC columns reinforced with ECR was investigated. • Effects of load eccentricities, thickness of CFRP strips, clear spacing ratios, and slenderness ratios were explored. • An eccentricity-dependent stress-strain model was developed for concrete under FRP strip-steel stirrup composite confinement. • The lateral deflection formula of columns was derived and a new formula of load and moment capacity was presented. [ABSTRACT FROM AUTHOR]