Sensitivity of the Earthquake Response of Tall Steel Moment Frame Buildings to Ground Motion Features

Krishnan, Swaminathan; Muto, Matthew M.

doi:10.1080/13632469.2013.771587

Cited by 10 publications

(8 citation statements)

References 26 publications

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“…The use of seismic data in buildings to study the deformations of a structure is a wellestablished research area in earthquake engineering (e.g., Skolnik et al 2006, Kohler et al 2007, Krishnan and Muto 2013. Ideally, several stations are established in locations that can best describe the spatial/temporal pattern of building motions.…”

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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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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“…It has been found that among the seven earthquakes, three earthquakes, namely, El Centro, 1940, Imperial Valley, 1979, and Friuli, 1976, resulted into linear responses as indicated by the absence of plastic energy dissipation (see Figure 6b), whereas the remaining four earthquakes (i.e., Kobe, 1995;Northridge, 1994;Loma Prieta, 1989;and Kocaeli, 1999) resulted in nonlinear responses as indicated by plastic energy dissipation (see Figure 6b). The nonlinear responses may be related to the critical characteristics of these four earthquakes (i.e., peak ground acceleration [PGA] and peak ground velocity to acceleration ratio (V/A), 31 peak ground velocity (PGV), 32 dominant period of ground motion, and effective response duration. 29,31 Among the seven earthquakes, Kobe earthquake has been found to give the maximum seismic responses (see Figure 6) since Kobe earthquake has the highest PGA (0.82 g) (refer to IDA study of the reference regular frame is conducted by gradually increasing the intensity of amplitude of input ground motion (Kobe earthquake, 1995) from 0.3 to 1.8 g. As per engineering demand parameter (EDP)-based method of collapse analysis, 33,34 the condition of building functionality has been measured in terms of the maximum storey drift ratio.…”

Section: Typical Analysis Of Mid-rise Reference Regular Framementioning

confidence: 99%

Mass irregularity effect on seismic response of moment‐resisting steel frame by nonlinear time history analysis using force analogy method

Ningthoukhongjam¹,

Singh

2020

Structural Design Tall Build

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SummaryNonlinear time history analysis (NTHA) is widely considered to be the most accurate and robust method of seismic analysis and, when performed with force analogy method (FAM), can result in significant reduction in computational time, as compared to the conventional displacement‐based finite element (FE) solution technique. Taking this advantage of efficient FAM, this paper investigates the effects of location (along building height) and intensity (150–225%) of single‐floor mass irregularity on seismic response of mid‐rise moment‐resisting steel frames. Three building heights (6, 8, and 10 storeys) have been considered, and the analysis results are presented in the form of floor displacements, storey drift ratio, and plastic energy dissipation. Based on the analysis, it has been observed that critical location (for the maximum seismic response) of mass‐irregular floor corresponds to the level that exhibited the maximum seismic response (i.e., storey drift ratio) in the reference mass‐regular frame. Further, criticality of the irregular frame to seismic excitation has been found to decrease when mass‐irregular floor moves towards the top of the building. The criticality of the irregular frame has been found to increase with the increase in mass‐irregular intensity. Collapse of the irregular frame has been seen to initial first near the storey level where mass‐irregular floor is located.

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“…In general, seismic analysis of building frames can be performed by using four methods as per FEMA-356 [1] viz. (i) Linear Static Procedure, LSP [2,3] (ii) Linear Dynamic Procedure, LDP [4,5] (iii) Nonlinear Static Procedure, NSP [6][7][8][9][10][11], and (iv) Nonlinear Dynamic Procedure, NDP [12][13][14]. LSP (e.g.…”

Section: Introductionmentioning

confidence: 99%

“…Meyer [20] performed NTHA on a frame structure, for the first time, to best of author's knowledge, using a conventional finite element (FE)-based computer program/software called NLDYN. Subsequently, in a similar line, researchers like Uang et al [21], Ventura and Ding [22], Mulas [23], Krishnan and Muto [14], Hariri-ardebili et al [24] and Mokarram and Banan [25] used conventional FE-based programs/software like DRAIN-2DX; CANNY-E; STE-FAN; FRAME3D; PERFORM-3D and OpenSees respectively, to perform NTHA of moment resisting steel frames. Although, this method (i.e.…”

Section: Introductionmentioning

confidence: 99%

Analysis of Mid-Rise Moment Resisting Steel Frames by Nonlinear Time History Analysis using Force Analogy Method

Ningthoukhongjam¹,

Singh

2021

J. Inst. Eng. India Ser. A

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This paper presents a detailed systematic investigation to assess detailed dynamic behaviours of mid-rise moment resisting steel frames by performing nonlinear time history analysis using force analogy method. Both material and geometric nonlinearities have been considered in the analysis. Three building heights with seven earthquake ground accelerations have been examined. The building responses in terms of floor displacement, storey drift ratio and plastic energy dissipation have been investigated. It has been found that maximum seismic responses occur within 18-40% height of the building. Further, the position of maximum response along the building height has been seen to decrease as the height of building decreases. It has also been seen that building responses, when excited by short period ground accelerations, decreases when the building height increase; whereas building responses, when excited by long period ground accelerations, increases when the building height increases. In general, maximum seismic responses have been found to be more consistent with peak ground velocity rather than peak ground acceleration.

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Sensitivity of the Earthquake Response of Tall Steel Moment Frame Buildings to Ground Motion Features

Cited by 10 publications

References 26 publications

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

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

Mass irregularity effect on seismic response of moment‐resisting steel frame by nonlinear time history analysis using force analogy method

Analysis of Mid-Rise Moment Resisting Steel Frames by Nonlinear Time History Analysis using Force Analogy Method

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