Approximate Analysis of Tall Wall-Frame Structures

Heidebrecht, A. C.; Smith, Bryan Stafford

doi:10.1061/jsdeag.0003440

Cited by 145 publications

(28 citation statements)

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“…In this section, the static analysis of the flexural-shear cantilever model proposed by Heidebrecht and Smith (1973) is performed using both the standard and proposed generalized FEMs, and their effectiveness is compared and analyzed.…”

Section: Static Analysis Of Wall-frame Structural Systemsmentioning

confidence: 99%

“…This section introduces the formulation of the flexural-shear cantilever model for the wall-frame structure discussed in Heidebrecht and Smith (1973). It is considered that the wall-frame structure consists of a combination of flexural and shear vertical cantilever beams as shown in Figure 1.…”

Section: Governing Equationsmentioning

confidence: 99%

“…Appendix 1. Exact solutions of the flexural-shear cantilever model of wall-frame structures Case with a uniformly distributed loading The exact displacement of the case with a uniformly distributed load of magnitude w 0 , the exact solution of the governing equation proposed by Heidebrech and Smith (1973) can be written in the form of:…”

Section: Case With a Linear Distributed Loadingmentioning

confidence: 99%

“…For this reason, many simplified analysis techniques have been developed for the analysis of wall-frame structures in past decades. Heidebrecht and Smith (1973) proposed an analytical model for wall-frame structures, which considers coupled frames and shear walls and solves the whole structure as a flexural-shear cantilever. Smith et al (1981) presented a generalized technique to calculate the lateral drift of braced frames, rigid frames and coupled shear walls.…”

Section: Introductionmentioning

confidence: 99%

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Generalized finite element analysis of high-rise wall-frame structural systems

Son

Park

Kim

et al. 2017

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Purpose This paper aims to propose a generalized finite element technique that can accurately approximate the solution of the flexural-shear cantilever model of wall-frame structures proposed by Heidebrecht and Stafford Smith. Design/methodology/approach This approach adopts scaled monomials as enrichment functions, and they are highly effective in accurately capturing the solution of the problem, as it consists of smooth functions such as polynomials, hyperbolic and trigonometric functions. Several numerical experiments are performed on the static and modal analyses of the flexural-shear cantilever wall-frame structures using the proposed generalized finite element method (GFEM), and their accuracies are compared with those obtained using the standard finite element method. Findings The proposed GFEM is able to achieve theoretical convergence rates of the static and modal analyses, which are, in principle, identical to those of the standard FEM, for various polynomial orders of its shape functions such as quadratic, cubic and quartic orders. The proposed GFEM with quartic enrichment functions can provide more accurate solutions than the standard FEM, and thus can be effectively used at the initial design stage of high-rise wall-frame structures. Originality/value This work is the first paper where the GFEM is applied to the analysis of high-rise wall-frame structures, and the developed technique can be used as a good analysis tool at the initial design stage.

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Section: Static Analysis Of Wall-frame Structural Systemsmentioning

confidence: 99%

Section: Governing Equationsmentioning

confidence: 99%

Section: Case With a Linear Distributed Loadingmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Generalized finite element analysis of high-rise wall-frame structural systems

Son

Park

Kim

et al. 2017

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“…Because of the deficiencies of simple pure-shear or pure-flexural models, researchers began using more complex models that incorporated more general building responses. In particular, a Timoshenko beam (Timoshenko 1937, Timoshenko and Goodier 1951, Heidebrecht and Smith 1973, and Rahgozar et al 2004) is a computational model with differential equations coupling the effects of a shear beam and a bending beam, with the constraint that total deflections are caused by the sum of the shear deformations and the flexural deformations. Miranda (1999) used a continuum structural model consisting of a flexural cantilever beam and a flexural shear beam to predict deformations in buildings.…”

Section: Introductionmentioning

confidence: 99%

Simulating Building Motions Using Ratios of the Building's Natural Frequencies and a Timoshenko Beam Model

Cheng

Heaton

2015

Earthquake Spectra

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A simple prismatic Timoshenko beam model with soil-structure interaction (SSI) is developed to approximate the dynamic linear elastic behavior of buildings. A closed-form solution with complete vibration modes is derived. It is demonstrated that building properties, including mode shapes, can be derived from knowledge of the natural frequencies of the first two translational modes in a particular direction and from the building dimensions. In many cases, the natural frequencies of a building's first two vibrational modes can be determined from data recorded by a single seismometer. The total building's vibration response can then be simulated by the appropriate modal summation. Preliminary analysis is performed on the Caltech Millikan Library, which has significant bending deformation because it is much stiffer in shear.

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A numerical study on response factors for steel wall–frame systems

Arslan

Topkaya

2010

Earthq Engng Struct Dyn

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A numerical investigation was undertaken to evaluate the response of dual structural systems that consisting of steel plate shear walls and moment-resisting frames. The primary objective of the study was to investigate the influence of elastic base shear distribution between the wall and the frame on the global system response. A total of 10 walls and 30 wall-frame systems, ranging from 3 to 15 stories, were selected for numerical assessment. These systems represent cases in which the elastic base shear resisted by the frame has a share of 10, 25, or 50% of the total base shear resisted by the dual system. The numerical study consisted of 1600 time history analyses employing three-dimensional finite elements. All 40 structures were separately analyzed for elastic and inelastic response by subjecting them to the selected suite of earthquake records. Interstory drifts, top story drift, base shears resisted by the wall, and the frame were collected during each analysis. Based on the analysis results, important response quantities, such as the strength reduction, the overstrength, and the displacement amplification factors, are evaluated herein. Results are presented in terms of displacement measures, such as the interstory drift ratio and the top story drift ratio. Analysis results revealed that the increase in the strength reduction factor with the amount of load share is insignificant. Furthermore, there is an inverse relationship between the ductility reduction and the overtsrength. Figure 5. Push-over like curves.As shown in Figure 5, the base shears at the structural yield level for the wall, the frame, and the wall-frame can be found from pushover-like curves. As mentioned above, a simple hand method was developed to predict these base shear values. The estimates from simple plastic analysis were correlated with the results of nonlinear time history analysis for this purpose. The simple plastic analysis for SPSWs proposed by Berman and Bruneau [18] can be extended to dual systems. For a wall with constant infill plate thickness, the base shear at the structural yield level (V w ) can be Figure 7. Relationship between elastic and inelastic displacements.The scatter in results is attributable to the variation in ground motion characteristics. When a structure is subjected to different ground motions, the maximum force versus maximum displacement relationship is not perfectly linear. Depending on the dominant frequency of the ground motion and the structural periods, results can deviate from linearity as shown in Figure 5. Observations from Figure 8 reveal that the TSDR values are more scattered than the ISDR values. Therefore, from this perspective, using interstory drift is better than using the top story drift as an index.After investigating the results for elastic behavior, the inelastic behavior was considered next. The R and C d relationship for inelastic displacements is also given in Figure 8. The trendlines fitted to the data points have a slope of 1.35 (R = 1.35C d ) and 1.39 (R = 1.39C d ) for normali...

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Approximate Analysis of Tall Wall-Frame Structures

Cited by 145 publications

References 0 publications

Generalized finite element analysis of high-rise wall-frame structural systems

Generalized finite element analysis of high-rise wall-frame structural systems

Simulating Building Motions Using Ratios of the Building's Natural Frequencies and a Timoshenko Beam Model

A numerical study on response factors for steel wall–frame systems

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