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Correlation of Ground Motion Intensity Measures and Seismic Damage Indices of Masonry-Infilled Steel Frames

  • Mohsen Shahaki KenariEmail author
  • Murude Celikag
Research Article - Civil Engineering
  • 21 Downloads

Abstract

The main aim of this study was to analyze the response of structures with masonry infill walls to the intensity measure (IMs) parameters. Hence, two sets of earthquake ground motions, ordinary seismic records (OSR) and pulse-like seismic records (PLSR), were used for the nonlinear dynamic analysis of multi-story steel structures with masonry infill walls. Seismic performance was evaluated using the general indicators of damage (modified Park–Ang index), maximum inter-story drift ratio (MIDR) and roof drift ratio (RDR). The correlation between the multiple IM parameters with and without pulse-like ground motion and the damage indices of steel moment frames with and without masonry-infilled walls was determined using the Spearman correlation coefficient. Moreover, the correlation between the damage criteria and IMs was investigated. The results revealed that the spectral acceleration and velocity at the primary period of the structure and seismic parameters which are related to velocity have a strong relationship with MIDR and RDR. However, the correlations for PLSR and OSR were differed. The results indicated that the analysis of IMs with ground motion could help predict the parameters for building failure in various systems. The presence of masonry-infilled walls has changed the correlation coefficient for a fully infilled frame when compared with a bare frame.

Keywords

Intensity measures Ordinary records Pulse-like records Damage index Steel frame with masonry infill 

List of Symbols

\(E_\mathrm{me} \)

Infill panel material expected elasticity coefficient

\(E_\mathrm{fe} \)

Frame material expected elasticity coefficient

\(t_\mathrm{inf} \)

Infill thickness

\(h_\mathrm{inf} \)

Infill height

\(\theta \)

Angle between diagonal and horizontal of infill

\(h_\mathrm{col} \)

Height of column

\(r_\mathrm{inf} \)

Diagonal length of infill panel

\(I_\mathrm{col} \)

Moment of inertia of column

\(f_\mathrm{tp} \)

Cracking stress of infill

\(\delta _\mathrm{m}\)

Maximum displacement

\(\delta _\mathrm{u}\)

Final deformation of building components

\(P_\mathrm{y} \)

Element yield strength

\(\mathrm{d}E_\mathrm{h} \)

Element hysteretic energy dissipation

\(\beta \)

Constant value for model

\(D_\mathrm{p} \)

Member/story damage index

\(E_i \)

Hysteretic energy

a

The equivalent strut width

H

Height of structure

\(\mathrm{DI}\)

Damage index

a(t)

Acceleration

v(t)

Velocity

d(t)

Displacement

\(t_\mathrm{tot} \)

Total duration of ground motion

\(t_\mathrm{d} \)

Duration of strong motion

g

Ground acceleration

\(S_\mathrm{a} \)

Spectral acceleration

\(S_\mathrm{v} \)

Spectral velocity

\(S_\mathrm{d} \)

Spectral displacement

\(\mathrm{PS}_\mathrm{v} \)

Pseudospectral velocity

\(\mathrm{FA}_i \)

Fourier amplitude

\(f_i \)

Discrete frequency domain for \(\mathrm{FA}_i \)

\(\Delta f\)

Frequency distance

D

Difference between two databases

n

Number of observations

\(\lambda _i \)

Ratio of member/story hysteretic energy to total energy of story members or all stories of a structure

\(L_\mathrm{inf} \)

The length of the infill

\(\Delta _\mathrm{roof} \)

The maximum displacement of roof

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Copyright information

© King Fahd University of Petroleum & Minerals 2019

Authors and Affiliations

  1. 1.Department of Civil EngineeringEastern Mediterranean UniversityGazimagusaTurkey

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