Experimental behaviour of steel-concrete composite box girders subject bending, shear and torsion

Soto, Alejandro Giraldo; Caldentey, Alejándro Pérez; Peiretti, Hugo Corres; Benítez, Jorge Calvo

doi:10.1016/j.engstruct.2020.110169

Cited by 16 publications

(12 citation statements)

References 18 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…Since there are no design guidelines and relevant calculation formulas in codes on SRC structures under combined bending, shear and torsion [1][2][3][4], it is necessary not only to carry out static test research on the load transfer mechanism, failure mode and bearing capacity of the newly designed SRC cantilever structure, but to carry out cycle loading tests on seismic study. Although some experimental researches on torsional behaviour and bearing capacity [5][6][7][8][9] have been completed, most of them focus on pure torsional and strength calculation under static loads [5][6][7][8]. For this specially designed SRC cantilever structure, the static load test has been completed [5] showing that the bearing capacity and deflection were met the requirements specified in design codes, so the seismic performance of SRC cantilever structure needs further study.…”

Section: Fig 1 Src Cantilever Connects Frame Beams and Shear Wall /Cmmentioning

confidence: 99%

Experimental research on seismic performance of cantilever structure of shear wall

Hu¹,

Peng²,

Shi³

2020

Vib. proced.

View full text Add to dashboard Cite

When the shear wall and two orthogonal frame beams cannot intersect, a special steel reinforced concrete (SRC) cantilever structure was designed. The cyclic load test on 1:2 scale model was completed and the hysteretic loop, the ductility coefficient, the strength reduction coefficient and the equivalent viscous damping coefficient were obtained, showing that the SRC cantilever structure has agreeable seismic performance. The cracks generated by cyclic load are obliquely intersected with the frame beam, demonstrating that the SRC cantilever structure fails due to combined shear, bending and torsion.

show abstract

Section: Fig 1 Src Cantilever Connects Frame Beams and Shear Wall /Cmmentioning

confidence: 99%

Experimental research on seismic performance of cantilever structure of shear wall

Hu¹,

Peng²,

Shi³

2020

Vib. proced.

View full text Add to dashboard Cite

show abstract

“…Later, Parkes 27 devised the concept of the traveling plastic hinge, thus motivating series of inspired works 35 , 36 . More recently, this simple theory has been extended to incorporate the effects of the bending-shear interactions, strain rate and large displacements 37 – 43 .…”

Section: Introductionmentioning

confidence: 99%

Flexure and shear response of an impulsively loaded rigid-plastic beam by enhanced linear complementarity approach

Khan

Tariq

Ullah

et al. 2022

Sci Rep

View full text Add to dashboard Cite

The linear complementarity approach has been utilized as a systematic and unified numerical process for determining the response of a rigid-plastic structure subjected to impulsive loading. However, the popular Lemke Algorithm for solving linear complementarity problems (LCP) encounters numerical instability issues whilst tracing the response of structures under extreme dynamic loading. This paper presents an efficient LCP approach with an enhanced initiation subroutine for resolving the numerical difficulties of the solver. The numerical response of the impulsively loaded structures is affected by the initial velocity profile, which if not found correctly can undermine the overall response. In the current study, the initial velocity profile is determined by a Linear Programming (LP) subroutine minimizing the energy function. An example of a uniform impulsively loaded simply supported beam is adduced to show the validity and accuracy of the proposed approach. The beam is approximated with bending hinges having infinite resistance to shear. Comparison of the numerical results to the available closed-form solution confirms the excellent performance of the approach. However, a subsequent investigation into a beam having the same support conditions and the applied loading, but with bending and shear deformation, results in numerical instability despite optimizing the initial velocity profile. Thus a more generic description of kinetics and kinematics is proposed that can further enhance the numerical efficiency of the LCP formulation. The ensuing numerical results are compared with the available close form solution to assess the accuracy and efficiency of the developed approach.

show abstract

“…e common FEM-based LR can computationally facilitate the rating process in which it transforms the bridge superstructure to several equivalent 1D composite beams in the background, similar to the conventional AASHTO LRFR method [9][10][11][12]. FEM-based LR is much more demanding than the common AASHTO method since it properly simulates 3D loading distribution inside composite members of reinforced concrete slabs as well as steel girders, consequently impacting the bridge loading capacity evaluation (BLCE) process [13]. FEM is also capable of considering the reserve capacity of the structure model up to 120 and 185% for simply supported and continuous bridges, respectively [14].…”

Section: Introductionmentioning

confidence: 99%

Finite Element Model‐Based Weight‐Over Process Philosophy for Bridge Loading Capacity Evaluation and Rating Factor Estimation

Karimpour

Rahmatalla

Ghadikolaee

2021

Advances in Civil Engineering

View full text Add to dashboard Cite

Existing rating methods estimate bridge loading capacity and demand from secondary actions due to live loads in the primary structural components. In these methods, uniaxial yielding stress is traditionally used to detect component capacity using either stress quantities or shear-moment actions to compute the capacity demand of the bridge. These approximations can lead to uncertainties in load capacity estimation. This article presents the weight-over process (WOP), a novel computer-aided approach to bridge loading capacity evaluation based on tonnage and rating factor estimation. WOP is expected to capture different forms of failure in a more general manner than existing methods. In WOP, a bridge finite element model (FEM) is discretized into many sections and element sets, each containing a single material type, and each assigned a suitable 3D failure criterion. Then, factored gross vehicle weights (GVWs) are incrementally imposed on the bridge FEM with those predefined ultimate unfavored loading scenarios in a manner similar to proof load testing. WOP code runs nonlinear analysis at each increment until a stopping criterion is met. Two representative bridges were selected to confirm WOP’s feasibility and efficacy. The results showed that WOP-predicted values at the interior girders were between those of the conventional AASHTO and the nondestructive testing (NDT) strain measurement methods. That may put WOP in a favorable zone as a new method that is less conservative than AASHTO but more conservative than real NDT testing.

show abstract

Experimental behaviour of steel-concrete composite box girders subject bending, shear and torsion

Cited by 16 publications

References 18 publications

Experimental research on seismic performance of cantilever structure of shear wall

Experimental research on seismic performance of cantilever structure of shear wall

Flexure and shear response of an impulsively loaded rigid-plastic beam by enhanced linear complementarity approach

Finite Element Model‐Based Weight‐Over Process Philosophy for Bridge Loading Capacity Evaluation and Rating Factor Estimation

Contact Info

Product

Resources

About