Effective stiffness of reinforced concrete coupling beams

Vu, Ngoc Son; Li, Bing; Beyer, Katrin

doi:10.1016/j.engstruct.2014.07.014

Cited by 44 publications

(13 citation statements)

References 8 publications

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“…The coupling beams were modeled with linear beam elements with concentrated zero-length hysteretic hinges at both ends since yielding is expected at the ends of the coupling beams. The initial stiffness of these hinges was calculated from an effective inertia using the expression proposed by Son Vu et al (2014) for conventionally and diagonally reinforced coupling beams. A chord rotation model, according to ASCE 41 (ASCE, 2014), was used to estimate the end yield moment as a function of the yield rotation, resulting in an initial stiffness,…”

Section: Methodsmentioning

confidence: 99%

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Inelastic seismic shear amplification due to higher mode effects in reinforced concrete coupled walls

2021

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Recent numerical and experimental studies on reinforced concrete shear walls and coupled walls have shown shear forces greater than expected when the walls are subjected to earthquakes at an intensity level that does not exceed the design values. This amplification of shear forces is attributable to the effects of higher modes after the walls develop a plastic hinge at the base. These effects have been recently recognized in North American design codes for cantilever walls and is currently neglected in the design of ductile coupled walls. As part of the research program described in this article, a parametric study was carried out on coupled wall systems to identify the geometric and physical parameters having the greatest influence on the seismic shear amplification. Using the results of this parametric study, an extensive numerical study was conducted on classes of ductile coupled walls subjected to seismic excitation representative of Western and Eastern Canada. This extensive study led to the establishment of shear amplification prediction equations for use in building codes.

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Section: Methodsmentioning

confidence: 99%

“…where I e = κ I g is the effective moment of inertia of the coupling beam, I g is the moment of inertia of the gross sectional area, and κ is a factor that depends on the geometry and detailing of the reinforcement of coupling beams. Son Vu et al (2014) recommend…”

Section: Methodsmentioning

confidence: 99%

Inelastic seismic shear amplification due to higher mode effects in reinforced concrete coupled walls

2021

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“…Table 6 explains the initial stiffness which is estimated by the slope of the load versus deflection curve at (0.75Pu) according to Ngoc et al [16]. In B2 and B3, when the length of the sheets in the positive area is increased without changing the length in the negative area, the stiffness decreased from 9.3% to 0.8%, as well as the stiffness reduced from 18.1% to -5.6% in B7 and B8 which were damaged level is 65%.…”

Section: Stiffnessmentioning

confidence: 99%

Repairing of reinforced concrete continuous beams by CFRP sheets

Kamonna,

Alkinani

2023

IOP Conf. Ser.: Earth Environ. Sci.

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Although continuous beams may be found in a range of projects such as garages, bridges, and multi-story structures, studies have been still restricted to a limited field. Flexural cracks are a common issue in continuous beams; therefore, this article outlines an investigation study used to assess the performance of two-span reinforced concrete beams repaired by attaching (CFRP) sheets. The program included seven beam specimens with a length of 2800mm and rectangular cross sections of 150*250mm. All beams were strengthened externally on the tension zones via CFRP-sheet considering changing the ratio of sheet length to beam span which is 0.5, 0.7, and 0.9 except one was chosen as a reference beam. Repaired beams were preloaded with damage ratios of 45% and 65% with respect to the reference beam. The findings showed that using style 0.7L for both positive and negative regions achieve an appropriate restored percentage of ultimate capacity of about 101.7% and 98.2%. In addition, eliminating the sheet length in the positive moment regions gives higher stiffness. it is also found that when the CFRP sheet length in the tension part is increased, the tensile rupture of the sheet was the dominant failure mode.

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“…The coupling beams are modelled with elastic beams and nonlinear flexural springs, as suggested by Naish et al [40]. The initial effective stiffness of the coupling beams is calculated according to Son Vu et al [41]. The conceptual approach to modelling walls and coupling beams is shown in Fig.…”

Section: Finite Elements Modelling Strategymentioning

confidence: 99%