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Journal articleCaillet AH, Phillips ATM, Carty C, et al., 2026,
Hill-type models of skeletal muscle and neuromuscular actuators: a systematic review
, IEEE Reviews in Biomedical Engineering, Vol: 19, Pages: 159-181, ISSN: 1937-3333Backed by a century of research and development, Hill-type models of skeletal muscle, often including a muscle-tendon complex and neuromechanical interface, are widely used for countless applications. Lacking recent comprehensive reviews, the field of Hill-type modeling is, however, dense and hard-to-explore, with detrimental consequences on innovation. Here we present the first systematic review of Hill-type muscle modeling. It aims to clarify the literature by detailing its contents and critically discussing the state-of-the-art by identifying the latest advances, current gaps, and potential future directions in Hill-type modeling. For this purpose, fifty-eight criteria-abiding Hill-type models were assessed according to a completeness evaluation, which identified the modelled muscle properties, and a modeling evaluation, which considered the level of validation and reusability of the models, as well as their modeling strategy and calibration. It is concluded that most models (1) do not significantly advance beyond historical foundational standards, (2) neglect the importance of parameter identification, (3) lack robust validation, and (4) are not reusable in other studies. Besides providing a convenient tool supported by extensive supplementary materials for navigating the literature, the results of this review highlight the need for global recommendations in Hill-type modeling to optimize inter-study consistency, knowledge transfer, and model reusability.
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Journal articleLiang Z, Zhang R, Gardner L, 2026,
Elevated temperature material properties of a new nickel-free austenitic stainless steel
, Journal of Constructional Steel Research, Vol: 236, ISSN: 0143-974XAn experimental investigation into the mechanical properties of a new nickel-free high-strength austenitic stainless steel — grade EN 1.4678 (Forta H500) — at both room temperature and elevated temperatures has been conducted and is presented in this paper. A total of 42 coupons, including six for room temperature and 36 for elevated temperatures, were extracted from 6 mm EN 1.4678 stainless steel plates and tested to failure. For the elevated temperature tests, 20 coupons were subjected to isothermal conditions at temperatures ranging from 100 °C to 1000 °C, while 16 coupons were tested under anisothermal conditions at stress levels ranging from 10% to 110% of the 0.2% proof strength at room temperature. Elevated temperature reduction factors for the key material properties were derived and compared with corresponding factors specified in existing design standards. The modulus of elasticity and strengths of the EN 1.4678 stainless steel were seen to decrease with increasing temperature, while the ductility was found to decrease up to approximately 700 °C, beyond which it increased. The investigated EN 1.4678 stainless steel exhibited elevated temperature characteristics comparable to those of the austenitic I group specified in EN 1993-1-2. Use of the reduction factors of the austenitic I group is therefore recommended, except for ultimate and fracture strains, where the grade-specific reduction factors proposed herein are recommended. Finally, use of two-stage and four-stage Ramberg-Osgood models to represent the stress-strain response of EN 1.4678 stainless steel at room and elevated temperatures is evaluated; both models are shown to provide accurate results.
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Journal articleLi J, Jiang K, Chen M-T, et al., 2026,
Mechanical properties and constitutive modelling of wire arc additively manufactured aluminium alloy after exposure to elevated temperatures
, Thin-Walled Structures, Vol: 218, ISSN: 0263-8231This paper presents an investigation into the material properties and stress–strain responses of wire arc additively manufactured (WAAM) 5356 aluminium alloy at room temperature and after exposure to elevated temperatures up to 550 °C. A total of fifty-four tensile coupons were extracted from as-built WAAM plates with a nominal thickness of 6 mm, considering three extraction orientations (0°, 45° and 90° to the layer deposition direction). Two cooling methods, including air cooling and water quenching, were adopted following linear heating and isothermal soaking. The geometric features of the coupons, including cross-sectional areas and eccentricities, were captured by laser scanning, while the mechanical properties of the material were obtained through tensile coupon tests. The test results revealed a higher retention of yield and ultimate strengths of WAAM 5356 aluminium alloy after fire exposure than conventionally manufactured aluminium alloys. The intra-layer and inter-layer failure modes of the coupons were found to be associated with their extraction orientations, based on fractographic analysis results. New predictive equations for the post-fire retention factors, together with a constitutive model, for WAAM 5356 aluminium alloy are proposed. The scope of the proposals relating to the ultimate stress and ductility is currently limited to the layer deposition direction, while further experiments are required to extend the proposals to other loading directions.
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Journal articleShi D, Malaga-Chuquitaype C, Wang X, et al., 2026,
Glubam roof trusses: Uncertainty quantification and partial safety factors calibration based on Bayesian methods
, RELIABILITY ENGINEERING & SYSTEM SAFETY, Vol: 265, ISSN: 0951-8320 -
Journal articleChen Y, Málaga-Chuquitaype C, Zhou F, et al., 2025,
Predicting local buckling in steel members under cyclic loads: a strain-based approach using the CSM
, Engineering Structures, Vol: 345, ISSN: 0141-0296A new approach, based on the Continuous Strength Method (CSM), is presented for the prediction of cross-section failure through inelastic local buckling in steel members under cyclic loading. Cross-section local buckling failure is predicted to occur when a prescribed strain limit is reached; the effect of loading history is accounted for by considering the cumulative strain from each loading cycle. The strain limit is related to the cross-section slenderness, which is based on the local buckling behaviour of the full cross-section, rather than the individual plate width-to-thickness ratios, making it suitable for different section profiles (e.g., hollow sections and I-sections). Finite element models are established, validated and used to conduct parametric studies, covering a series of steel grades, a wide range of cross-section slendernesses and various cyclic axial loading protocols. The resulting numerical data sets are employed to develop a means of rationally considering the contribution of both the compressive and tensile strain ranges in each loading cycle to cross-section failure. The suitability of the newly proposed method is verified against experimental results on beam-columns with hollow sections and I-sections under cyclic loading, as well as numerical results. The findings indicate that the cumulative deformation capacity and local buckling failure of steel cross-sections can be accurately predicted using the developed strain-based design method. The method can be applied in the inelastic analysis of structures under seismic loading and in the seismic design of steel cross-sections.
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Journal articleMeng X, Pullen A, Guo X, et al., 2025,
3D laser scanning and DIC in structural testing: state‐of‐the‐art, best practice and effective use
, Engineering Structures, Vol: 345, ISSN: 0141-02963D laser scanning and digital image correlation (DIC), two novel techniques capable of non-contact, full-field measurements of surface geometry and deformations respectively, have emerged and gained increasing applications in structural engineering research. The aim of the present study is to provide a state-of-the-art review and best-practice guidance on 3D laser scanning and DIC in the context of structural testing, and to introduce their main applications and advantages in physical experiments on metallic structures. For 3D laser scanning, the basic principles and general applications are firstly introduced. Laser scanning of a generic structural steel sample is subsequently described as a case study to demonstrate the workflow, with recommendations provided on the best practice. 3D laser scanning has been utilised in structural experiments for determining dimensional parameters, examining surface topography, characterising geometric imperfections of different forms and representing true geometry in finite element modelling, examples of which, along with corresponding data analysis methods, are provided and discussed. For DIC, following an initial review, the procedure for setting up a stereo DIC system in a stub column test is subsequently presented, where recommendations are provided on the setup, speckle pattern, execution and data processing. Example applications of DIC in various types of structural experiments, ranging from material tests to geometric imperfection measurements, structural element tests and structural system tests, are subsequently presented, and the advantages offered by DIC over conventional measurement methods are discussed. 3D laser scanning and DIC provide structural researchers with deeper insights into the geometric properties and behaviour of metallic structures in physical experiments, and the presented work will help to facilitate the broader and more effective use of these techniques among peer researchers.
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Journal articleEl Khoury K, Vollum R, Izzuddin B, et al., 2025,
Experimental investigation into cracking in edge restrained concrete walls
, Engineering Structures, Vol: 345, ISSN: 0141-0296The paper describes an experimental investigation into cracking in edge-restrained reinforced concrete walls cast onto concrete bases. The aim of the investigation was to study the mechanics of cracking in relatively thin edge-restrained walls (< ∼ 500 mm) in which through thickness temperature variations due to heat of hydration can be neglected. Twelve walls, each 5.2 m in length, but with varying thickness, height, concrete mix design, reinforcement, and formwork insulation were monitored over a period of at least 3 months. Detailed measurements were made of the temperature rise during heat of hydration, strain and crack width. The paper describes the experimental results in detail, including the development of cracking with time. The measured restrained strains, time of cracking and crack widths are compared with those calculated with EC2–04, EC2–23 and Ciria Report C766 which all adopt the same unrealistic model for calculation of crack width. EC2–04 gives the greatest crack widths and C766 the least due to the lower adopted restraint factor. Significantly, C766 was found to greatly underestimate the maximum measured crack widths with EC2–04 and EC2–23 providing more realistic estimates. Based on the observed cracking behaviour, the paper proposes a simplified mechanical model for the calculation of crack width in relatively thin edge-restrained walls.
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Journal articleBomben L, Macorini L, Chisari C, et al., 2025,
Mesoscale and macroscale modelling for nonlinear analysis of masonry wall structures under cyclic loading
, Structures, Vol: 82, ISSN: 2352-0124The paper investigates the nonlinear response of unreinforced masonry wall components under seismic loading. Finite element models formulated according to different scales of representation for masonry are compared, focusing on the hysteretic behaviour under in-plane cyclic loading up to collapse. To this aim, brick-masonry wall structures, including two panels with different aspect ratios and a large two-storey perforated wall, as well as block-masonry wall panels subjected to various vertical loads, all previously tested under horizontal cyclic loading, are analysed. The results of macro and mesoscale simulations are compared against the experimental findings to assess the ability to represent strength and stiffness degradation and the amount of dissipated energy. Emphasis is laid upon the objectivity of the definition and calibration of the model material parameters to assess how their selection affects the response predictions. The comparison highlights differences in predictive accuracy, numerical robustness, variability of results, and computational cost. The results show that the macroscale approach adopted herein, despite its computational robustness, yields widely variable results and may significantly deviate from experimental observations. In contrast, the mesoscale results appear less scattered and accurate, but the computational burden is far more significant.
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Journal articleChan HU, Walport F, Slack H, et al., 2025,
Practical rules for defining initial geometric imperfections for in-plane stability design of steel frames
, Structures, Vol: 82, ISSN: 2352-0124The appropriate modelling of initial imperfections, in terms of both amplitude and shape/direction, is a key challenge in the design of structures by geometrically and materially nonlinear analysis with imperfections (GMNIA). While recent research has addressed the amplitude aspect of imperfection modelling, there remains a lack of clear guidance for determining the appropriate imperfection shape. This is tackled herein through the establishment of comprehensive rules for introducing global sway and member bow imperfections in the in-plane stability design of steel frames. The proposed rules cover the two most commonly used imperfection definition approaches – the direct definition (DD) method and the elastic buckling mode (EBM) method. In the DD method recommended herein, the directions of global sway and member bow imperfections are introduced following a set of prescribed rules. Two EBM methods are recommended. In the first EBM method, the ultimate capacity is taken as the lowest among n values obtained by considering the first n buckling modes as imperfection shapes individually, with n = 6 recommended. In the second EBM method, the bow and sway components of the imperfection shape are determined separately from different LBA in which loads are applied on the key load paths. The bow components are established by combining the first buckling mode for each key vertical and horizontal load path, while the sway component is based on the first mode – provided it is a sway mode – obtained from an LBA considering the maximum gravity load case. The consequences of using no imperfections are also explored. The accuracy of the proposed methods is verified based on a series of moment frames and braced frames considering both regular and irregular configurations.
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Journal articleDai R, Gardner L, Wadee MA, 2025,
Behaviour, numerical modelling and design of fixed-ended unequal-leg angle section steel columns
, Journal of Constructional Steel Research, Vol: 235, ISSN: 0143-974XThe mechanical behaviour and design of fixed-ended unequal-leg angle section steel members subjected to axial compression are studied herein. The mechanical response of unequal-leg angle section columns is first described, with a particular emphasis on the relationship between torsional and local buckling, alongside the important transition from equal-leg to unequal-leg angle behaviour. Existing experimental data on unequal-leg angle section steel columns are then employed to validate numerical models developed within the commercial finite element package ABAQUS. A comprehensive parametric study is subsequently conducted that encompasses a broad spectrum of geometric configurations and global slenderness values. The mechanical behaviour and ultimate resistance of fixed-ended unequal-leg angle section columns are shown to be dependent on not only the global slenderness, but also on the ratio of the elastic torsional-flexural to minor-axis flexural buckling loads. The existing experimental data alongside the numerical parametric study results are employed to evaluate the resistance predictions given by the current Eurocode 3 design provisions, revealing an excessive level of conservatism. Finally, a new design approach for fixed-ended unequal-leg angle section steel columns, suitable for incorporation into future revisions of Eurocode 3, is proposed that significantly improves the accuracy and consistency of the resistance predictions. A reliability analysis of the proposed design approach is conducted in accordance with the procedure within EN 1990, resulting in a recommended partial safety factor γ_M₁=1.0.
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