Evaluation of Response Reduction Factor of Irregular Reinforced Concrete Framed Structures

Brahmavrathan, Divya; Arunkumar, C.

doi:10.17485/ijst/2016/v9i23/95981

Cited by 9 publications

(11 citation statements)

References 3 publications

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“…L., Simbort E., The choice of the reduction factor of seismic loads on the basis of analysis of the plastic design resource, Herald of Civil Engineers (2)27 (2011) 78-81). The determining equations, methods for determining constants and calibration of the model are described in detail in [3,4,6,7]. Deformation diagrams for reinforcement of class A400 with the design resistance 400 MPa and concrete of classes В30 with the limit prism strength 22MPa (contour blocks) and В10 with the prism strength 7.5MPa (monolithic core and seams) used in the calculations are shown in Fig.…”

Section: Methodsmentioning

confidence: 99%

“…9 (1978) 4-7; Rutman Yu. L., Simbort E., The choice of the reduction factor of seismic loads on the basis of analysis of the plastic design resource, Herald of Civil Engineers (2)27 (2011) 78-81) and other countries [3][4][5][6][7][8] are devoted to the evaluation of the reduction factor. However the main features of estimating this factor are often treated differently, especially in Russian publications.…”

Section: Introductionmentioning

confidence: 99%

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On estimating the reduction factor of bridge piers

et al. 2020

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Estimating the reduction factor for calculating massive reinforced concrete bridge piers was made. For this purpose a quasi-static “force-displacement” diagram was built up using the ANSYS software. This diagram has the form of a bilinear one, and the character of the bilinearity depends on the diameter of the reinforcing bars insignificantly. The percentage of reinforcement affects only the moment when all reinforcement bars begin to flow. The reinforcement flow takes place in the displacement interval from 3 to 5 cm. The collapse will occur when the reaction of the bearing part goes beyond the pier cross-section at pier displacements from 5 to 20 cm. Using “force-displacement” diagram, the behavior of the single-mass model with a bilinear deformation diagram and the limit displacement of 20 cm was analyzed. Then, it became possible to obtain for each accelerogram the limit elastic displacement and the limit position of the point corresponding to the maximum structure displacement during structure oscillations. It was done using real accelerograms of earthquakes with intensity 9 on the MSK scale without normalizing their amplitudes. In this case, long-period accelerograms had smaller peak accelerations, but resulted in greater plastic deformations. As a result, no evident dependence of plastic deformation on the input spectral composition was found and the value of reduction factor K1 turned out to be 0.25-0.27. However, it is shown that this reduction factor cannot be used to make transition from seismic loads obtained on the basis of time-history analysis by accelerograms to design loads.

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Section: Methodsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

On estimating the reduction factor of bridge piers

et al. 2020

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“…Derivation of the demand R factor according to Equation (4), ends by calculating the above mentioned parameters based on Equations 5 to 7 [49][50][51]. As an example, Tables (4) to (6) show the steps to calculate the demand R-factor for 16, 24 and 32-storey systems under the artificial accelerogram R1 (see Figure 4).…”

Section: Demand Response Modification Factor Rdemand (Displacement/ductility)mentioning

confidence: 99%

Seismic reliability analysis and estimation of multilevel response modification factor for steel diagrid structural systems

Mohsenian

Padashpour

Hajirasouliha

2020

Journal of Building Engineering

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“…Finally, the essential parameters for calculating the demand response modification factor are computed using Eqs. 6-8 (Elnashai and Mwafy 2002;Fanaie and Afsar-Dizag 2014;Brahmavrathan and Arunkumar 2016). These parameters for the structure with slender braces and the frame equipped with the proposed dampers are listed in Table 6.…”

Section: Demand (Displacement/ductility) Response Modification Factor R Demandmentioning

confidence: 99%

A new energy-absorbing system for seismic retrofitting of frame structures with slender braces

Mohsenian

Mortezaei

2018

Bull Earthquake Eng

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Past earthquakes experience regarding frame structures with slender braces, i.e. tensiononly concentrically braced frames, has demonstrated poor seismic behavior of these systems. In these buildings, the bracing system does not have sufficient buckling strength, and the sudden buckling causes rapid drops in the structural stiffness and strength. In the present study, to improve the seismic performance of slender braces in frame structures, adding new, replaceable shear-flexural yielding hinges in the central yielding dampers is proposed. In the new system, by transforming the axial force of braces to shear force and flexural moment in the hinges, the seismic energy will be dissipated. In this regard, the influences of the proposed dampers on the seismic response, as well as response modification factor (R-factor), are evaluated along with the seismic reliability analysis for different performance levels. The results show that the proposed damper has an acceptable energy dissipation capacity and considerably increases ductility of the system. The response modification factor and corresponding acceleration for the frame structures equipped with the new damper are derived as 8.5 and 0.775 g, respectively. Also, it is observed that the proposed energy-absorbing system provides acceptable reliability, such that the bracing system remains in the immediate occupancy performance level in the case of design earthquake level.

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Evaluation of Response Reduction Factor of Irregular Reinforced Concrete Framed Structures

Cited by 9 publications

References 3 publications

On estimating the reduction factor of bridge piers

On estimating the reduction factor of bridge piers

Seismic reliability analysis and estimation of multilevel response modification factor for steel diagrid structural systems

A new energy-absorbing system for seismic retrofitting of frame structures with slender braces

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