An analytical model for reinforced concrete columns with lap splices

Chowdhury, Sharmin Reza; Orakçal, Kutay

doi:10.1016/j.engstruct.2012.05.019

Cited by 16 publications

(10 citation statements)

References 9 publications

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“…They were incorporated in refined FE models to simulate the response of columns with lap splices. Finally, Chowdhury and Orakcal (2012) included bond-slip behavior in a fiber-based flexural macromodel to simulate the cyclic response of RC columns with lap splices.…”

Section: Fe Simulations Of Members With Lap Splicesmentioning

confidence: 99%

Influence of Lap Splices on the Deformation Capacity of RC Walls. II: Shell Element Simulation and Equivalent Uniaxial Model

2017

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Spliced longitudinal reinforcement may result in a reduction of both strength and displacement capacity of reinforced concrete (RC) members. This applies in particular when lap splices are located in regions where inelastic deformations concentrate, such as the plastic zone at the base of RC walls. This paper introduces a simple numerical model suitable for engineering practice to simulate the forcedisplacement response of RC walls with lap splices. Based on experimental data from 16 test units, an equivalent uniaxial steel stress-strain law is proposed that represents the monotonic envelope of the cyclic response of spliced rebars in RC walls up to the onset of strength degradation. It allows for modeling lap splice response with finite element (FE) models while avoiding the use of complex interface bond-slip elements. A new semi-empirical expression for the strain at the onset of strength degradation is derived, which expresses the strain capacity of the lap splice as a function of the confining reinforcement ratio and the ratio of lap splice length to shear span of the wall. The proposed equivalent constitutive law was included in shell element models to predict the force-displacement response of the test unit set of RC walls. Results demonstrated the ability of this approach to adequately capture the peak strength and displacement capacity of the spliced units.

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Section: Fe Simulations Of Members With Lap Splicesmentioning

confidence: 99%

Influence of Lap Splices on the Deformation Capacity of RC Walls. II: Shell Element Simulation and Equivalent Uniaxial Model

2017

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“…A number of other macro-and micro-modelling approaches have also been proposed by other researchers. 28,29 Aside from the complexities in the definition and implementation of these models, there are also difficulties in achieving numerical convergence under cyclic loading. There is also evidence that, despite the complexities of these models, they may be unable to capture the potential post-yield flexure-shear interaction as observed in experimental tests.…”

Section: Existing Approaches For Modelling Columns With Short Splicesmentioning

confidence: 99%

Evaluation of seismic performance of as‐built and retrofitted reinforced concrete frame structures with LAP splice deficiencies

Opabola

Elwood

Liel

2021

Earthq Engng Struct Dyn

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Several studies have looked at the development of hinge models to simulate the hysteretic response of flexure-and shear-critical reinforced concrete (RC) beamcolumn components from damage initiation to onset of gravity collapse. However, few studies have been conducted to develop similar models for older type bond-critical beam-column components. First, using existing experimental data, this paper describes the calibration of simple and efficient hinge models to simulate the inelastic hysteretic response of as-built and retrofitted splice-deficient columns. Subsequently, to demonstrate the applicability of the hinge models, the seismic performance of as-built and fibre-reinforced polymer (FRP) -retrofitted two-and four-story nonductile RC frame buildings with splice-deficient columns are assessed using nonlinear dynamic analysis procedures. The results show that buildings with bond-critical columns may have a lower collapse potential than buildings with shear-critical columns, implying that in certain cases a longer splice length may actually worsen performance. According to the analyses, local retrofitting of the columns can significantly improve the seismic performance of the buildings. Contrary to results presented in this study, a significant U.S. evaluation methodology for RC frame buildings, FEMA P-2018, indicates that buildings with bond-critical columns have similar collapse potential as buildings with shear-critical columns. Modifications are proposed to improve the FEMA P-2018 provisions. The modelling approach presented in this paper are recommended for incorporation into ASCE/SEI 41, engineering practice and future research.

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“…In order to investigate whether the aforementioned experimental observations can be represented analytically, the cyclic lateral load-displacement responses of the test specimens were simulated using a macroscopic modeling approach, which is believed to be a feasible computational platform for development of simpler yet more realistic approaches to predict the moment capacity and expected failure mode of lap-spliced columns with 180-degree hooks. The analytical model developed by Chowdhury andOrakcal (2012, 2013) was used for the response simulations. The model formulation is an extension of the so-called Multiple-Vertical-Line-Element Model (MVLEM) (Vulcano et al 1988;Orakcal et al 2004), which was developed originally as a fiber-based macro-model for simulating nonlinear flexural responses of RC walls.…”

Section: Analytical Studymentioning

confidence: 99%

“…The column is modeled as a stack of m model elements, which are placed upon one another, as shown in Figure 10(a). Details on the model formulation are presented by Chowdhury (2011).…”

Section: Analytical Model Descriptionmentioning

confidence: 99%

The Effect of Lap Splice Length on the Cyclic Lateral Load Behavior of RC Members with Low-Strength Concrete and Plain Bars

Göksu

Yilmaz²,

Chowdhury

et al. 2014

Advances in Structural Engineering

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Many existing reinforced concrete buildings in developing countries located in seismic areas do not possess sufficient strength and ductility characteristics to resist the effects of severe earthquakes. Among other deficiencies, improper detailing of reinforcement and poor quality of materials are major causes of poor seismic performance. More specifically, inadequate lap splice lengths provided at floor levels on plain column longitudinal bars, particularly when concrete strength is low, is a widespread deficiency that has not been investigated in detail to date. Information on the behavior of such columns under earthquake actions is extremely important for reliable assessment of the seismic safety of many existing structures with detailing deficiencies and poor construction quality. In this study, the effect of lap splice length on the cyclic lateral load behavior of low-strength RC columns with plain longitudinal bars (14 mm diameter) was investigated experimentally. The specimens were designed to represent columns with low axial loads. The geometric ratio of the longitudinal reinforcement and the volumetric ratio of the lateral reinforcement of the columns are 1% and 0.8%, respectively. The test program included five RC columns with lap splice lengths of 25, 35, 44 and 55 times longitudinal bar diameter, as well as a reference specimen with continuous longitudinal bars. Test results clearly demonstrated that presence of 180-degree hooks at the ends of the lap splice reduces the negative influence of the inadequate lap splice length on RC member performance, even in the case of low-strength concrete. All specimens reached their flexural strengths and did not experience considerable strength degradation until large drift levels. Test observations were supported with findings of a fiber-based analytical model, which also demonstrated the influence of hooks on improving the bond slip behavior along inadequate lap splices.

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An analytical model for reinforced concrete columns with lap splices

Cited by 16 publications

References 9 publications

Influence of Lap Splices on the Deformation Capacity of RC Walls. II: Shell Element Simulation and Equivalent Uniaxial Model

Influence of Lap Splices on the Deformation Capacity of RC Walls. II: Shell Element Simulation and Equivalent Uniaxial Model

Evaluation of seismic performance of as‐built and retrofitted reinforced concrete frame structures with LAP splice deficiencies

The Effect of Lap Splice Length on the Cyclic Lateral Load Behavior of RC Members with Low-Strength Concrete and Plain Bars

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