Shake-Table Tests of a Full-Scale Two-Story Shear-Dominated Reinforced Masonry Wall Structure

Mavros, Marios; Ahmadi, Farhad; Shing, P. Benson; Klingner, Richard E.; McLean, David I.; Stavridis, Andreas

doi:10.1061/(asce)st.1943-541x.0001528

Cited by 16 publications

(26 citation statements)

References 8 publications

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“…As shown in Table 6, the second scenario provides a significantly better match of the maximum lateral resistance developed in the test with a difference of only 0.3%. Hence, the higher lateral resistance of Specimen 2 is most likely due to the axial restraint of the out-of-plane walls, which is consistent to the observation of Mavros et al 17 Figure 20 shows the damage states of the T-walls in the two specimens when the roof drift level reached 2%, 5%, and 10%. The respective strength degradations at these drift levels can be observed from the normalized base shear-roof drift ratio curves in Figure 21.…”

Section: Lateral Strengthssupporting

confidence: 85%

Evaluation of collapse resistance of reinforced masonry wall systems by shake‐table tests

Cheng

Koutras

Shing

2020

Earthq Engng Struct Dyn

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This paper presents a shake-table test study to investigate the displacement capacity of shear-dominated reinforced masonry wall systems and the influence of wall flanges and planar walls perpendicular to the direction of shaking (out-of-plane walls) on the seismic performance of a wall system. Two fullscale, single-story, fully grouted, reinforced masonry wall specimens were tested to the verge of collapse. Each specimen had two T-walls as the seismic force-resisting elements and a stiff roof diaphragm. The second specimen had six additional planar walls perpendicular to the direction of shaking. The two specimens reached maximum roof drift ratios of 17% and 13%, without collapsing. The high displacement capacities can be largely attributed to the presence of wall flanges and, for the second specimen, also the out-of-plane walls, which provided an alternative load path to carry the gravity load when the webs of the T-walls had been severely damaged. The second specimen developed a higher lateral resistance than the first owing to the additional axial compression exerted on the T-walls by the out-of-plane walls when the former rocked. The shear resistance of the T-walls evaluated with the design code formula matches the test result well when this additional axial compression is taken into account. However, it must be understood that the beneficial influence of the wall flanges depends on the magnitude of the gravity load because of the P-Δ effect and the severity of damage induced in the wall flanges when the wall system is subjected to bidirectional ground motions. K E Y W O R D S collapse resistance, displacement capacity, flanged walls, out-of-plane walls, reinforced masonry, shake-table test, shear walls, shear-dominated behavior 1 | INTRODUCTION An accurate assessment of the displacement capacity of a building in an extreme earthquake event is of critical importance for life safety and collapse prevention. In ASCE/SEI 7-16, 1 the value of the seismic force modification factor (R) used in design has to ensure that the building has a low probability of collapse in the Maximum Considered Earthquake (MCE). 2 For reinforced masonry (RM) wall systems in high seismic areas, the value of the R factor is based on the notion that the walls can develop the necessary flexural ductility to sustain a certain amount of story drifts without collapsing when subjected to severe seismic forces. Nevertheless, in spite of the reinforcement and shear capacity design requirements in TMS 402/602 3 for RM walls designed for high seismic areas, such wall systems could still be susceptible

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Section: Lateral Strengthssupporting

confidence: 85%

Evaluation of collapse resistance of reinforced masonry wall systems by shake‐table tests

Cheng

Koutras

Shing

2020

Earthq Engng Struct Dyn

View full text Add to dashboard Cite

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“…Given the geometry of the masonry walls, this value seems reasonable, and it is consistent with what was observed in full-scale RM structural systems previously tested on a shake table that had floor and roof diaphragms similar to the one used in this study. 14,15 Figure 5 shows the time history of motion 17 and compares the response spectra of motions 8 and 17, which were obtained by the accelerometers placed on the footings of the test structure, to the spectra for the Maximum Considered Earthquake (MCE) and the Design Earthquake (DE), which were also scaled according to the similitude law. The MCE is 1.5 times the DE.…”

Section: Ground Motions and Scalingmentioning

confidence: 99%

“…For example, unintended coupling forces exerted by horizontal diaphragms on shear walls may alter the behavior of a wall from the intended ductile flexural mode to a brittle shear mode (Stavridis et al 14 ). In addition to the coupling effect, axial restraints exerted by walls orthogonal to the direction of the seismic action can also change the axial forces in the walls parallel to the seismic force and thereby their resistance mechanism (Mavros et al 15 ).…”

Section: Introductionmentioning

confidence: 99%

Seismic behavior of a partially grouted reinforced masonry structure: Shake‐table testing and numerical analyses

Koutras

Shing

2020

Earthq Engng Struct Dyn

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In regions of low to moderate seismicity in North America, reinforced masonry structures are mostly partially grouted. The behavior of such structures under lateral seismic loads is complicated because of the interaction of the grouted and ungrouted masonry. As revealed in past experimental studies, the performance of partially grouted masonry (PGM) walls under in-plane cyclic lateral loading is inferior to that of fully grouted walls. However, the dynamic behavior of a PGM wall system under severe seismic loads is not well understood. In this study, a full-scale, one-story, PGM building designed for a moderate seismic zone according to current code provisions was tested on a shake table. It was shown that the structure was able to develop an adequate base shear capacity and withstand two earthquake motions that had an effective intensity of two times the maximum considered earthquake with only moderate cracking in mortar joints. However, the structure eventually failed in a brittle manner in a subsequent motion that had a slightly lower effective intensity. A detailed finite element model of the test structure has been developed and validated. The model has been used to understand the distribution of the lateral force resistance among the wall components and to evaluate the shear-strength equation given in the design code. The code equation has been found to be adequate for this structure. Furthermore, a parametric study conducted with the finite element model has shown that the introduction of a continuous bond beam right below a window opening is highly beneficial.

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“…e results demonstrated that the aspect ratio, compressive stress, and structural columns would affect the seismic performance of the concrete hollow block walls. e in-plane seismic performance of masonry walls was significantly affected by the walls in the orthogonal direction [32]; therefore, the relationship between the longitudinal and lateral walls should not be ignored.…”

Section: Introductionmentioning

confidence: 99%

Seismic Performance of Masonry Walls Built with New Type of Fired Shale Hollow Blocks

Zeng

Wang

2020

Advances in Civil Engineering

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This paper presents the cyclic loading test results of a new type of fired shale hollow block masonry walls. Six specimens were designed including two specimens without reinforcements (bare walls) and four specimens constrained by structural columns (reinforced walls). The influences of aspect ratio, vertical compressive stress, and structural column on the seismic performance of the specimens were investigated. The failure mode, bearing capacity, ductility, stiffness degradation, and energy dissipation of specimens were analyzed. The results showed that the crack patterns of specimens changed from the horizontal straight shape (bare walls) to “X” shape (reinforced walls), and the corresponding bearing capacity, ductility, stiffness degradation, and energy dissipation of the specimens were improved. With the increase of the vertical compressive stress, the ductility and the secant stiffness of the specimens increased. Moreover, with the decrease of aspect ratio, the bearing capacity and secant stiffness of the masonry walls increased, while the energy dissipation capacity decreased. This paper confirms that fired shale hollow block walls could meet the seismic requirements through appropriate design, which could promote the application of this new type of block in civil engineering.

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Shake-Table Tests of a Full-Scale Two-Story Shear-Dominated Reinforced Masonry Wall Structure

Cited by 16 publications

References 8 publications

Evaluation of collapse resistance of reinforced masonry wall systems by shake‐table tests

Evaluation of collapse resistance of reinforced masonry wall systems by shake‐table tests

Seismic behavior of a partially grouted reinforced masonry structure: Shake‐table testing and numerical analyses

Seismic Performance of Masonry Walls Built with New Type of Fired Shale Hollow Blocks

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