Reevaluation of Deflection Prediction for Concrete Beams Reinforced with Steel and Fiber Reinforced Polymer Bars

Bischoff, Peter H.

doi:10.1061/(asce)0733-9445(2005)131:5(752)

Cited by 280 publications

(175 citation statements)

References 8 publications

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“…ACI 440 [24] adopts a modified form of Bischoff 's [26] section-based equation for calculating the effective moment of inertia (see Eq. 1), which includes a factor to account for the stiffness variation along the length of a flexural element: (1) where and are the gross and cracked moments of inertia, respectively; and and are the cracking and applied flexural moments, respectively.…”

Section: Deflection Prediction Of Frp Rc Membersmentioning

confidence: 99%

A practical method for determining shear crack induced deformation in FRP RC beams

Imjai

Guadagnini

Garcia

et al. 2016

Engineering Structures

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This article proposes a practical semi-empirical method for determining shear crack-induced deformations in Glass Fibre Reinforced Polymer (GFRP) Reinforced Concrete (RC) beams. Current design guidelines neglect shear and shear crack-induced deformations in the calculation of deflections of GFRP RC beams. However, shear-induced deformations can be up to 30% of the total beam deflection due to the lower stiffness of GFRP bars compared to steel. To calculate the component of deflection due to shear action and crack opening, the proposed model uses a 'single fictitious inclined crack' with a width equal to the sum of the individual effective shear crack widths. Twelve shear tests were conducted on six RC beams reinforced internally with GFRP bars considering different reinforcement types and test parameters. The additional deformation due to shear cracks calculated by the proposed model is then used to predict the overall deformations of such beams up to failure. It is shown that, in comparison to current design guidelines, the proposed model predicts more accurately the total deflection of FRP RC beams at both service and ultimate loads. This article contributes towards the development of more accurate models to assess the overall shear deflection behaviour of FRP RC beams so as to balance the performance, serviceability and economic viability of structures.

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Section: Deflection Prediction Of Frp Rc Membersmentioning

confidence: 99%

A practical method for determining shear crack induced deformation in FRP RC beams

Imjai

Guadagnini

Garcia

et al. 2016

Engineering Structures

View full text Add to dashboard Cite

show abstract

“…This mechanism is associated with the so-called ''tension stiffening'' effect. Bischoff and Paixao (2004) and Bischoff (2005Bischoff ( , 2007 used the concept of tension stiffening to determine the effective moment of inertia of concrete sections. They modeled the concrete contribution to reinforced beam behavior with a tension stiffening factor that decreases with increasing load once the member has cracked.…”

Section: Parametric Study Of Crack Characterizationmentioning

confidence: 99%

Crack Opening Behavior of Concrete Reinforced with High Strength Reinforcing Steel

Soltani

Harries

Shahrooz

2013

Int J Concr Struct Mater

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A major difference between high-strength reinforcing steel and conventional steel in concrete is that the service-load steel stress is expected to be greater. Consequently, the service-load steel strains are greater affecting cracking behavior. A parametric study investigating crack widths and patterns in reinforced concrete prisms is presented in order to establish limits to the service-load steel stress and strain. Additionally, based on the results of available flexural tests, crack widths at service load levels were evaluated and found to be within presently accepted limits for highway bridge structures, and were predictable using current AASHTO provisions. A limitation on service-level stresses of f s B 414 MPa (60 ksi) is nonetheless recommended.

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“…The post cracking deflection was calculated using the approach for calculating short-term deflection specified in Eurocode 2 [8]. This approach is far more accurate for non-prestressed slabs than the approach in ACI 318-08 (Bischoff [9] and Gilbert [10,11]). The calculated moment deflection curve at mid-span is compared with the measured curve in Fig.…”

Section: Specimen S1mentioning

confidence: 99%

Unanticipated Bond Failure over Supporting Band Beams in Grouted Post-Tensioned Slab Tendons with Little or No Initial Prestress

Gilbert¹

2013

JCEA

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Abstract:After grouting the ducts in a large band beam and one-way slab post-tensioned floor system in a large shopping mall (in excess of 1.5 km 2 in plan), doubts arose concerning the level of initial prestress and the strength and serviceability of the slabs was questioned. To assess the strength of the slabs, it was assumed, as a worst case scenario, that some spans may have been constructed with zero initial prestress. Load tests on prototype specimens, with similar dimensions and reinforcement quantities as the floor slabs, were performed to assess the stress development in initially unstressed, but fully grouted, tendons. Unexpected bond failures occurred at the junctions of slab and band beam where the abrupt change in section depth caused a sudden change in tendon stress. The maximum stress that was developed in the initially unstressed tendons at these locations was about 60% of the strength of the tendons.

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Reevaluation of Deflection Prediction for Concrete Beams Reinforced with Steel and Fiber Reinforced Polymer Bars

Cited by 280 publications

References 8 publications

A practical method for determining shear crack induced deformation in FRP RC beams

A practical method for determining shear crack induced deformation in FRP RC beams

Crack Opening Behavior of Concrete Reinforced with High Strength Reinforcing Steel

Unanticipated Bond Failure over Supporting Band Beams in Grouted Post-Tensioned Slab Tendons with Little or No Initial Prestress

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