Closure to “
            <i>Inelastic Behavior of Concrete Masonry Shear Walls</i>
            ” by P. B. Shing, J. L. Noland, E. Klamerus, and H. Spaeh (September, 1989, Vol. 115, No. 9)

Shing, P. Benson; Noland, J. L.; Klamerus, E.W.; Spaeh, H.

doi:10.1061/(asce)0733-9445(1991)117:9(2807.2)

Cited by 5 publications

(12 citation statements)

References 1 publication

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“…For the Class B fragility functions, a sixth damage state, which corresponds to sliding shear behavior, has been included. These are the most common failure modes of reinforced masonry walls as identified in prior research (e.g., Shing et al 1991) and in FEMA 306 (ATC 1998). Each damage state reflects a certain level of difficulty or cost to repair or restore the wall to its original state.…”

Section: Introductionmentioning

confidence: 81%

“…Data on multistory walls and partially grouted walls are very limited. To be specific, fully grouted walls tested by Shing et al (1991), Brunner (1994), Ibrahim and Sutter (1999), Shedid et al (2008), Voon and Ingham (2006), and Priestley (1976) are used here. This set of data consists of 50 single-story cantilever walls with aspect ratios (i.e., height/length) ranging from 0.5 to 2.…”

Section: Experimental Datamentioning

confidence: 99%

“…They are associated with different behavior modes of a wall. Based on experimental observations (e.g., see Shing et al 1991), the behavior modes of reinforced masonry shear walls can be classified into three main types: (a) flexure, (b) diagonal shear, and (c) sliding shear. A damage mode can be further classified into slight, moderate, and severe damage.…”

Section: Behavior Modes and Damage Statesmentioning

confidence: 99%

“…They are moderate (DS4) and severe damage (DS5) as defined in Table 1. The damage patterns of a wall (identified as Specimen 16) tested by Shing et al (1991) representing DS4 and DS5 are shown in Figure 2.…”

Section: Behavior Modes and Damage Statesmentioning

confidence: 99%

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Fragility Analysis of Reinforced Masonry Shear Walls

Murcia-Delso

Shing

2012

Earthquake Spectra

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Fragility functions have been developed to evaluate the damageability of fully grouted and partially grouted reinforced masonry shear walls subjected to inplane seismic loading. Six damage states are considered, representing different levels of flexure, diagonal shear, and sliding shear damage. For each damage state, two classes of fragility functions have been developed. One has the story-drift ratio as the demand parameter. The other uses normalized demand parameters that account for the specific loading condition and design details of a wall component. All the fragility functions are derived from experimental data except for those developed for partially grouted walls and the sliding shear damage state. With both classes of fragility functions, the seismic damageability of flexure-dominated cantilever reinforced masonry shear walls in a four-story building has been assessed. It has been shown that the normalized flexural demand parameter provides a better correlation to the degree of damage developed in a wall than the story-drift ratio.

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Section: Introductionmentioning

confidence: 81%

Section: Experimental Datamentioning

confidence: 99%

Section: Behavior Modes and Damage Statesmentioning

confidence: 99%

Section: Behavior Modes and Damage Statesmentioning

confidence: 99%

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Fragility Analysis of Reinforced Masonry Shear Walls

Murcia-Delso

Shing

2012

Earthquake Spectra

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“…Matsumura has carried out a series of low cycle reciprocating load experiments to study the influences of the ratio of horizontal reinforcement, shear span ratio, axial force level, material strength, and the filling ratio on the shear behavior of the masonry walls. Shing et al have investigated that increasing the ratio of vertical and horizontal reinforcements will improve the ductility and energy dissipating capacity of the masonry walls. Besides, experimental studies have been undertaken by Eikanas, Voon and Ingham, Shedid, and El‐Dakhakhni et al to evaluate the influential parameters on the seismic behavior of various masonry walls.…”

Section: Introductionmentioning

confidence: 99%

Experimental study and design of a new hybrid RC frame system with stiffened masonry wall subjected to cyclic loading

Bai

2019

Structural Design Tall Build

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Summary This paper experimentally investigates the hysteresis behavior of a hybrid reinforced concrete (RC) frame system with stiffened masonry wall to enhance the seismic performance of existing RC buildings subjected to cyclic loading. The influences of the depth of the columns section, the length of masonry walls, and the grouting ratio of reinforced masonry were evaluated by designing a series of orthogonal quasi‐static tests on a half‐scale specimen. Test results indicated that the grouting ratio played the most significant role on the maximum strength, energy dissipation capacity, and the relative stiffness degradation rate of the hybrid structural system, whereas the length of masonry walls tends to dominate the deformation capacity. A trilinear analytical model and design recommendations are proposed to estimate the cyclic behavior based on force‐displacement hysteresis law that takes account of the effects of the post‐peak strength and unloading stiffness degradation.

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