Three-dimensional shear-flexure interaction model for analysis of non-planar reinforced concrete walls

Kolozvari, Kristijan; Kalbasi, Kamiar; Orakçal, Kutay; Wallace, John W.

doi:10.1016/j.jobe.2021.102946

Cited by 9 publications

(5 citation statements)

References 16 publications

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“…This approach allowed us to obtain representative quantities (i.e., force and displacement) for the combined directions, as commonly employed in reinforced concrete non-planar SWs. 49,50 𝐹 𝑆𝑅𝑆𝑆 = 𝑠𝑖𝑔𝑛 (𝑢 𝐿𝐷 )…”

Section: Resultsmentioning

confidence: 99%

“…To assess the response of the T‐shaped SW under the combined longitudinal and transverse response, we employed the Square Root of the Sum of Squares (SRSS) combination. This approach allowed us to obtain representative quantities (i.e., force and displacement) for the combined directions, as commonly employed in reinforced concrete non‐planar SWs 49,50

\begin{equation}{{F}_{SRSS}} = sign\left( {{{u}_{LD}}} \right)\ \sqrt {F_{LD}^2 + F_{TD}^2} \end{equation}

\begin{equation}{{u}_{SRSS}} = sign\left( {{{u}_{LD}}} \right)\ \sqrt {u_{LD}^2 + u_{TD}^2} \end{equation}

…”

Section: Resultsmentioning

confidence: 99%

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System effects in T‐shaped timber shear walls: Effects of transverse walls, diaphragms, and axial loading

Valdivieso,

Almazán,

Lopez‐Garcia

et al. 2024

Earthq Engng Struct Dyn

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This paper investigates the effects of transverse shear walls (TSWs), out‐of‐plane bending stiffness of diaphragms (FDIA), and axial loading (AXL) on the lateral response of strong wood‐frame shear walls (SWs) used for multistory light frame timber buildings (LFTBs) located in highly active seismic zones. Experimental tests were conducted to understand the requirements for SW‐to‐TSW connections to achieve desirable TSW effects in non‐planar SWs and to characterize the lateral cyclic response of T‐shaped SW assemblies with and without diaphragms and axial load. Both slotted and screwed connections were evaluated as SW‐to‐TSW connections, and both showed sufficient stiffness and strength to achieve TSW effects. However, the slotted connection is preferred because it has a more ductile failure mode. Tests on T‐shaped SW assemblies with and without diaphragms and axial load revealed that TSWs significantly enhance the lateral stiffness and strength but reduce the deformation capacity with respect to that of planar SWs. FDIA and AXL effects further influence the stiffness and strength, overcoming the limitation of smaller deformation capacity in T‐shaped SWs without diaphragms. Diaphragms also make the T‐shaped SW response more symmetrical and improve the evolution of the secant stiffness, the cumulative dissipated energy, and the equivalent viscous damping over increasing levels of lateral drift. Numerical analyses of a theoretical building model with T‐shaped SWs show significant reductions in lateral drift (up to 46%) and uplift (up to 100%) compared to the case with planar SWs only, emphasizing the importance of considering system effects in the seismic design of LFTBs.

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Section: Resultsmentioning

confidence: 99%

\begin{equation}{{F}_{SRSS}} = sign\left( {{{u}_{LD}}} \right)\ \sqrt {F_{LD}^2 + F_{TD}^2} \end{equation}

\begin{equation}{{u}_{SRSS}} = sign\left( {{{u}_{LD}}} \right)\ \sqrt {u_{LD}^2 + u_{TD}^2} \end{equation}

…”

Section: Resultsmentioning

confidence: 99%

System effects in T‐shaped timber shear walls: Effects of transverse walls, diaphragms, and axial loading

Valdivieso,

Almazán,

Lopez‐Garcia

et al. 2024

Earthq Engng Struct Dyn

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“…To validate the state‐of‐the‐art models of T‐shaped reinforced concrete walls, three conceptually different models, namely MVLEM‐3D, 13 SFI‐MVLEM‐3D, 14 and the multi‐layer shell model 15 were adopted. The models for the T‐shaped wall specimens were developed in the OpenSees platform.…”

Section: Numerical Modeling Approach For T‐shaped Wallsmentioning

confidence: 99%

“…The SFI‐MVLEM‐3D element shared a concept similar to the MVLEM‐3D element, except that it used RC panel elements to replace the longitudinal macro‐fibers in MVLEM‐3D (see Figure 13b). 14 The panel element was represented by the Fixed‐Crack‐Angel‐Model ( nDmaterial FSAM in OpenSees) consisting of concrete, boundary longitudinal rebars, and horizontally/vertically distributed rebars. Therefore, the nonlinear shear‐flexure interaction could be simulated in the model.…”

Section: Numerical Modeling Approach For T‐shaped Wallsmentioning

confidence: 99%

“…In the latter model, biaxial RC panels that can incorporate axial‐shear coupling are used to replace the uniaxial spring, and thus the model allows coupling of axial/flexural and shear responses of the wall. More recently, both models have been extended from two‐dimensional to three‐dimensional versions, 13,14 enabling simulation of non‐planar RC walls. A commonly used microscopic model in the OpenSees platform is the multi‐layer shell element model 15 .…”

Section: Introductionmentioning

confidence: 99%

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Seismic behavior and modeling of T‐shaped reinforced concrete walls under high axial force ratios

Ji,

Sun,

Wang

et al. 2023

Earthq Engng Struct Dyn

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This paper presents large‐scale quasi‐static tests conducted to investigate the seismic behavior of slender T‐shaped walls under a high axial compression force ratio of approximately 0.19. Four specimens were designed per various codes and design methods for comparison. All specimens failed in a flexural mode, characterized by the crushing of concrete and buckling or fracture of boundary longitudinal rebars at the web toe. The specimens designed per the US code ACI 318‐19 provisions and designed using displacement‐based method exhibited satisfactory deformation capacity with an ultimate drift exceeding 2.0%, which validates the effectiveness of the provisions and displacement‐based method for T‐shaped walls under high axial force ratios. However, the specimen designed per the Chinese code GB 50011‐2010 experienced a sudden drop in strength after 1.0% drift in flange‐in‐tension loading, indicating insufficient design of the special boundary element at the web toe and the necessity of improvement of the current Chinese code provisions. The flexural strength of the T‐shaped wall specimens can be accurately estimated using cross‐sectional analysis. Analysis of the test data indicated that the effective stiffness of the T‐shaped RC walls with an axial force ratio of no greater than 0.1 was significantly lower than 0.35EcIg, while that of the T‐shaped walls with an axial force ratio of 0.19 reached 0.5–0.7EcIg. Existing equations did not provide accurate estimate of the effective stiffness of T‐shaped walls. The lateral drift limit formulation developed by Segura and Wallace could reasonably estimate the lateral drift capacities for the T‐shaped RC wall specimens under high axial force ratios. Finally, three conceptually different models, namely the MVLEM‐3D, SFI‐MVLEM‐3D, and multi‐layer shear element models were adopted for the simulation of T‐shaped RC walls. All three models reasonably predicted the flexural strength capacity (mostly less than 15% error) and the effective stiffness (13%–43% error) of the T‐shaped walls.

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Experimental and numerical study on seismic behavior of shear wall with cast‐in situ concrete infilled walls

Zhou,

Si,

et al. 2024

Structural Concrete

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The shear wall system with cast‐in situ concrete infilled walls has been widely used in high‐rise buildings due to its significant advantages in construction. In this paper, quasi‐static tests were conducted on the shear walls with and without cast‐in situ concrete infilled walls to analyze their failure modes, load‐bearing capacity, stiffness, energy dissipation capacity, and ductility. A simplified model of the shear wall with cast‐in situ concrete infilled walls was proposed based on the fiber element model in OpenSees. The test results showed that the shear wall specimens with cast‐in situ concrete infilled walls exhibited full‐section compression or tension failure, and the cast‐in situ concrete infilled walls did not show obvious damage. Compared with the shear wall without infilled walls, the overall stiffness, load bearing capacity, and energy dissipation capacity of the shear wall specimens with cast‐in situ concrete infilled walls improved, indicating better seismic performance than those without infilled walls. Comparison between the hysteresis and skeleton curves derived from the tests and those simulated by the proposed simplified model revealed errors within 15% for stiffness, yield bearing capacity, and ultimate bearing capacity for shear walls with cast‐in situ concrete infill walls, affirming the effectiveness and accuracy of the model.

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Three-dimensional shear-flexure interaction model for analysis of non-planar reinforced concrete walls

Cited by 9 publications

References 16 publications

System effects in T‐shaped timber shear walls: Effects of transverse walls, diaphragms, and axial loading

System effects in T‐shaped timber shear walls: Effects of transverse walls, diaphragms, and axial loading

Seismic behavior and modeling of T‐shaped reinforced concrete walls under high axial force ratios

Experimental and numerical study on seismic behavior of shear wall with cast‐in situ concrete infilled walls

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