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    results of the SAP2000 program.
    Chai and Kunnath [3] outlined a methodology for assess-
    ing the minimum wall thickness to ensure that the in-plane
    lateral strength was fully developed. The results were pre-
    sented for a number of parameters including the ground
    motion intensity, longitudinal reinforcement ratio, floor
    weight, wall-to-floor area ratio and number of stories. The
    minimum wall thickness was compared with recommenda-
    tions in current building codes.
    Kim and Lee [4] proposed an efficient analysis method
    that can be used regardless of the number, size and loca-
    tion of openings. The analysis method uses super elements
    developed by the matrix condensation technique. Static and
    dynamic analyses of example structures having various types
    of openingswere performed to verify the efficiency and accu-
    racy of the proposed method. The results demonstrated that
    the proposed method can be used for the analysis of a shear
    wall structure with openings. Outstanding accuracy in analy-
    siswas achievedwith drastically reduced computational time
    and memory.
    Lee et al. [5] investigated the amplification of forces and
    displacements in flexible diaphragms for low-rise structureshaving relatively stiff perimeter shear walls. Various degrees
    of diaphragmflexibility, shearwall flexural over-strength and
    numbers of stories were considered in the inelastic dynamic
    analyses. The results confirmed that current code provisions
    consistently underestimate diaphragmforces at the upper and
    lower floors under common conditions.
    Lee and Ko [6] studied three 1:12 scaled 17-storey RC
    wall building models having different types of irregularity
    at the bottom two stories after subjecting to the simulated
    earthquake excitations to observe their seismic response
    characteristics. The first model had a symmetrical moment-
    resisting frame (Model 1), the second had an infilled shear
    wall in the central frame (Model 2), and the third had an in-
    filled shear wall in only one of the exterior frames (Model
    3) at the bottom two stories. Based on the test results, which
    were analyzed and compared, the following conclusionswere
    drawn:
    (1) The estimated fundamental periods for other structures
    than moment frames and bearing wall structures in UBC 97
    and AIK 2000 appear to be reasonable, (2) The total amounts
    of energy absorption by damage are similar regardless of the
    existence and location of the infilled shear wall, (3) The larg-
    est energy absorption is due to overturning, followed by that
    due to shear deformation and (4) The rigid upper system ren-
    ders rocking behavior in the lower frame, and thereby the self
    weight contributes up to about 23% of the resistance against
    the total overturning moment.
    Kara and Dundar [7] presented an iterative analytical
    procedure to study the effect of concrete cracking on the stiff-
    ness and deflection of shear walls. They developed a com-
    puter program for the mentioned study. In the program, the
    variation of the flexural stiffness of a cracked member was
    evaluated by ACI and probability-based effective stiffness
    models. In the analysis, shear deformationwhich can be large
    and significant after development of cracks was also taken
    into account and the variation of shear stiffness in the cracked
    regions ofmemberswas also considered using effective shear
    stiffness model available in the literature. Verification of the
    proposed procedure was confirmed with series of reinforced
    concrete shear wall tests available in the literature as well.
    Comparison between the analytical and experimental results
    showed that the proposed analytical procedure can provide
    an accurate and efficient prediction of both the deflection
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