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Fragility curves for steel–concrete composite shear wall building with torsional irregularity

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Abstract

In this study, building model which is trapezoidal in plan with steel–concrete composite shear walls (SCCMSWs) is reduced to 1/4th scale in order to validate modal information and joint responses analytical results with AZALEE shake table under the scope of the SMART program. Incremental dynamic analysis (IDA) is performed on numerical model, and the maximum inter-storey drift is determined as a response parameter for all simulations. Fourteen real ground motion records are used to study the ground motion variability. Further, seismic fragility curves are developed based on IDA results to assess uncertainties in hazard evaluation of structure. Damage probability matrices under various damage states obtained from fragility curves are compared for building as per pre-established damage indicators of SMART 2008 and HAZUS 2003 specifications. It is concluded that, SCCMSWs building structure considered in the study behaves well when subjected to severe earthquakes.

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Abbreviations

P (≤ D):

Probability that a ground motion with intensity measure (IM = xi) will cause the structure to collapse

Ø():

Standard normal cumulative distribution function (CDF)

λ :

Mean of natural logarithmic of IM

ξ :

Standard deviation of natural logarithmic of IM (also referred to as the dispersion of IM)

ϕ y :

Yield curvature

L v :

Shear length constant for symmetrical elements (1/2 of the total element length L)

H :

Total section height

d b :

Mean diameter of the longitudinal bars in the affected section

f y :

Yield strength of the longitudinal reinforcement steel [MPa]

f c :

Concrete compression strength [MPa]

a v :

av = 1 if shear cracking is expected to precede flexural yielding at the end section; otherwise av=0

z :

Length of internal lever arm, taken equal to dr–d′ in beams, columns, or walls with barbelled or T-section, or to 0.8 h in walls with rectangular section [mm]

d r :

Depth to the tension reinforcement [mm]

d′ :

Depth to the compression reinforcement [mm]

ϕ u :

Ultimate curvature

L p :

Plastic hinge length [mm]

V cm :

Shear capacity of steel shape in the composite member

V rc :

Shear capacity of the RC portion in the composite member

V s :

Shear capacity of the reinforcement in the composite member

A ws :

Area of steel web of encased steel section

b s :

Section width

d s :

Effective depth

f ′c :

Unconfined compressive strength

N u :

Axial load on the section

A g :

Concrete area

A s :

Area of transverse reinforcement

f s :

Yield strength of transverse reinforcement

S :

Spacing of transverse reinforcement

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Authors and Affiliations

  1. Department of Technology, Shivaji University, Kolhapur, 416004, Maharashtra, India

    P. P. Phadnis

  2. Kolhapur Institute of Technology’s College of Engineering (Shivaji University), Kolhapur, 416234, Maharashtra, India

    V. V. Karjinni

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  1. P. P. Phadnis
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Correspondence to P. P. Phadnis.

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Phadnis, P.P., Karjinni, V.V. Fragility curves for steel–concrete composite shear wall building with torsional irregularity. Asian J Civ Eng 20, 1163–1178 (2019). https://doi.org/10.1007/s42107-019-00174-6

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