An approximate method for static and dynamic analyses of multi‐bay coupled shear walls

Bozdoğan, Kanat Burak; Öztürk, Duygu; Nuhoğlu, Ayhan

doi:10.1002/tal.390

Cited by 11 publications

(4 citation statements)

References 13 publications

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“…Tso and Chan and Bause et al proposed a calculation approach for the dynamic analyses of coupled shear walls, based on the continuous medium model. These studies mainly focused on undamped structures, and the continuous technique has recently been developed for coupled shear wall analyses in damped conditions (i.e., structures with supplementary coupling dampers). A 1‐D continuum model based on energy equivalence approach was used to simulate the behavior of coupling dampers .…”

Section: Analytical Modelmentioning

confidence: 99%

“…These FIGURE 13 Model of the nonlinear behavior of fuse steel coupling beams (SCB-F) and two-level yielding steel coupling beam (TYSCB). SCB-C = complete steel coupling beams [35][36][37] (i.e., structures with supplementary coupling dampers). A 1-D continuum model based on energy equivalence approach was used to simulate the behavior of coupling dampers.…”

Section: Analytical Modelmentioning

confidence: 99%

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Seismic behavior of coupled shear wall structures with various concrete and steel coupling beams

Pang

Sun

et al. 2017

Structural Design Tall Build

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A novel 2-level yielding steel coupling beam (TYSCB) has been developed to enhance the seismic performance of coupled shear wall systems. The TYSCB consists of a shear-yielding beam designed to yield first under minor earthquakes and a bend-yielding beam designed to yield under severe earthquakes. A comparison of seismic behavior of 4 20-storey coupled shear wall structures with reinforced concrete coupling beams, complete steel coupling beams, fuse steel coupling beams, and TYSCB is presented. The dimensions and force-displacement curves of these coupling beams are first designed. Nonlinear dynamic analyses on these structures are carried out under minor and severe earthquakes. The seismic behavior of these models is studied by comparing their storey shear forces, storey drift ratios and ductility demands. The results show that the base shear and storey drift of the structure with TYSCB under both minor and severe earthquakes are less than those of structures with concrete coupling beams and complete steel coupling beams. Furthermore, the ductility demand of coupled shear walls with TYSCB subjected to severe earthquakes can be greatly released compared with those using fuse steel coupling beams. This indicates that the proposed TYSCB has a better balance between ductility demand and energy dissipation, compared to traditional steel coupling beams. KEYWORDSconcrete coupling beam, coupled shear wall, energy dissipation capacity, seismic behavior, steel coupling beam, two-level yielding steel coupling beam

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Section: Analytical Modelmentioning

confidence: 99%

Section: Analytical Modelmentioning

confidence: 99%

Seismic behavior of coupled shear wall structures with various concrete and steel coupling beams

Pang

Sun

et al. 2017

Structural Design Tall Build

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“…Other authors (Savassi and Mancini, ) have also developed a one‐dimensional FE numerical version based on the continuous medium technique to analyze coupled shear walls and to emphasize the capacity of a correspondingly simple computer code. In addition, a new approximate method has been proposed (Bozdogan et al ., , Bozdogan, ; Bozdogan, ) based on the continuum approach, the FE method, and the so‐called transfer matrix that is able to simply and efficiently estimate the static and fundamentally dynamic characteristics of coupled walls. Moreover, a method has been proposed (Wdowicki and Wdowicka, ) for the analysis of three‐dimensional shear walls and shear core assemblies having stepwise changes in the cross‐section.…”

Section: Introductionmentioning

confidence: 99%

Novel continuum models for coupled shear wall analysis

Curnis

Faridani

2015

Struct. Design Tall Spec. Build.

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SUMMARYReplacement beam formulations represent a family of 1D continuum models suitable for approximate analyses of the structural arrangements of buildings. In this paper, an energy equivalence approach is applied to coupled shear walls to develop suitable replacement beam models. Assuming properly compatible coupling fields between walls, a novel three-field coupled two-beam approach, therein providing shear and axial deformations, is proposed. The corresponding mathematical formulation provides closed-form solutions for simple loading cases with homogenous properties. Considering slender coupled shear walls, as typically found in tall buildings, the coupled two beams can be reduced to a two-field formulation, i.e., a parallel assembly of an extensible Euler-Bernoulli beam and a rotation-constraining beam. The latter model is solved analytically, and expressions for the tip displacement and base bending moment are presented. A finite element model is then presented and demonstrated to be an efficient tool for static and dynamic analyses. The effects of the axial deformation and degree of coupling on slender coupled shear wall responses are described as being dependent upon two suitable parameters. Various approximate relations are also proposed for design purposes. Finally, the validity of both analytical solutions and the finite element model is confirmed via numerical examples.

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“…Such sandwich constructions is now finding progressively more application across many areas of mechanical, aeronautical and structural engineering (Zenkert (1997), Vinson (1999)). The model can also be used for the approximate analysis of three-dimensional multi-story wall-framed structures and coupled shear walls (Rafezy and Howson, 2008;Bozdogan, 2009;Bozdogan et al, 2009;Kuang and Ng, 2009).…”

Section: Introductionmentioning

confidence: 99%

Coupled flexural–torsional dynamic stiffness matrix of an elastically supported axially loaded beam with shear resistant in‐fill

Ghandi

Rafezy

Abedi

et al. 2014

Structural Design Tall Build

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Summary The dynamic stiffness matrix of an axially loaded elastically supported uniform beam with doubly asymmetric cross‐section that exhibits coupling between flexural and torsional motions is developed and subsequently used to investigate its free vibration characteristics. The beam comprises a thin‐walled outer section that encloses, and works compositely with, a core of shear resistant in‐fill material. The outer layer provides flexure, warping and Saint–Venant rigidity, while the inner layer provides both Saint–Venant and shear rigidity. A three‐parameter Winkler model is used to describe the distributed elastic support. Hamilton's principle is used to derive the partial differential equations governing the free vibration of the beam, together with the associated natural boundary conditions. This gives rise to three coupled equations that are subsequently combined into a single, 12th order, ordinary differential equation. Throughout the process, the uniform distribution of mass in the member is accounted for exactly and thus necessitates the solution of a transcendental eigenvalue problem. This is accomplished using the Wittrick–Williams algorithm, which enables the required natural frequencies to be converged upon to any required accuracy with the certain knowledge that none have been missed. Finally, in order to verify the accuracy of the presented theory, the numerical solutions are given and compared with the results that are available in the literature and finite element solutions using abaqus software. Copyright © 2014 John Wiley & Sons, Ltd.

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An approximate method for static and dynamic analyses of multi‐bay coupled shear walls

Cited by 11 publications

References 13 publications

Seismic behavior of coupled shear wall structures with various concrete and steel coupling beams

Seismic behavior of coupled shear wall structures with various concrete and steel coupling beams

Novel continuum models for coupled shear wall analysis

Coupled flexural–torsional dynamic stiffness matrix of an elastically supported axially loaded beam with shear resistant in‐fill

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