Understanding Poor Seismic Performance of Concrete Walls and Design Implications

Sritharan, Sri; Beyer, Katrin; Henry, Richard; Chai, Y. H.; Kowalsky, Mervyn J.; Bull, D.K.

doi:10.1193/021713eqs036m

Cited by 112 publications

(48 citation statements)

References 17 publications

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“…The vertical reinforcement layout (concentrated or distributed) also influences the contribution of the shear displacements to the total displacements: D s /D f ratios are larger for the flange with concentrated reinforcement layout than for the flange with distributed reinforcement layout case [3,17]. Also this trend is confirmed by results from TUC and TUD, by comparing the two flanges with concentrated (West) and distributed (East) vertical reinforcement distribution under symmetric loading conditions.…”

Section: Shear To Flexural Displacements Ratiossupporting

confidence: 73%

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Behaviour of U-shaped RC walls under quasi-static cyclic diagonal loading

Constantin

Beyer

2016

Engineering Structures

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a b s t r a c tThis article presents results from the experimental testing of two half-scale RC U-shaped walls under quasi-static cyclic bi-directional loading along the diagonal direction of the U-shaped section, which were recently completed at EPFL. The main objective of the article is to emphasise particularities in the behaviour of U-shaped walls under diagonal loading and to point out related design and analysis issues. Several phenomena specific to diagonal loading are discussed: (1) strain gradient across the wall width promotes out-of-plane buckling of the boundary elements in the flange ends; (2) plane section analysis does not yield reliable moment capacity estimates for the diagonal loading direction and (3) under diagonal loading the compression depth in the flange end boundary elements is larger than for the other loading directions, exposing unconfined concrete to large compressive strains. These phenomena lead to a reconsideration of the following design and analysis issues for U-shaped walls: (a) the distribution of the vertical reinforcement layout; (b) the use of plane section analysis for estimating the strength capacity of the wall; (c) the confinement length of the boundary elements of the flanges; and (d) the assessment of the out-of-plane stability of flange ends.

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Section: Shear To Flexural Displacements Ratiossupporting

confidence: 73%

“…Previous numerical and experimental investigations on RC walls have shown that for concentrated reinforcement layouts, cracks in the unconfined concrete part have larger widths and larger crack spacing than in the distributed layout case [3,16,17].…”

Section: Crack Patternsmentioning

confidence: 99%

Behaviour of U-shaped RC walls under quasi-static cyclic diagonal loading

Constantin

Beyer

2016

Engineering Structures

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“…The damage to the wall was limited to spalling of cover concrete in the bottom corners. In comparison, Figure 8f shows the extent of damage incurred to RWN used as a reference wall at 2.5% drift ratio, which was because of formation of a traditional plastic hinge, insufficient use of reinforcement between boundary elements despite meeting the code requirements [9], and formation of distributed flexural and shear cracks. The channel at the bottom of the wall seen in Figure 8c experienced some bending towards the end of the test, which appeared to have initiated as a result of spalling of the cover concrete near the wall toes.…”

Section: Test Observationsmentioning

confidence: 99%

Precast concrete wall with end columns (PreWEC) for earthquake resistant design

Sritharan

Aaleti

Henry

et al. 2015

Earthq Engng Struct Dyn

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139

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SummaryAn innovative seismic resisting system consisting of a Precast Wall with End Columns (or PreWEC) has been developed, and its performance has been verified using large‐scale cyclic testing. The wall and end columns in the PreWEC system are anchored individually to a foundation using unbonded post‐tensioning. A newly designed, low‐cost mild steel connector is used to connect the wall and end columns horizontally along the vertical joint. The connectors are easily replaceable and provide additional hysteretic energy dissipation to the system. The PreWEC system can be economically designed to have a lateral load carrying capacity similar to that of a comparable reinforced concrete wall, while minimizing damage and providing self‐centering capability. In addition to confirming these benefits, the large‐scale test demonstrated that the PreWEC system: (i) would provide superior seismic performance compared to other currently available structural wall systems especially for the precast industry; and (ii) meets all the mandatory acceptance criteria established by the American Concrete Institute (ACI) for special unbonded post‐tensioned precast structural walls and building frame special reinforced concrete shear wall systems, as defined in the American Concrete Society of Civil Engineers (ASCE) 7‐05. Copyright © 2015 John Wiley & Sons, Ltd.

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“…Sritharan et al (2014) report the occurrence of damage about the lap splice in a 10-m long wall of a 13-story apartment building (Terrace on the Park) built in 1999. The splice had poorly detailed shear reinforcement and lack of ties between the two layers of web reinforcement.…”

Section: Postearthquake Field Observationsmentioning

confidence: 99%

Influence of Lap Splices on the Deformation Capacity of RC Walls. I: Database Assembly, Recent Experimental Data, and Findings for Model Development

et al. 2017

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Recent postearthquake missions have shown that reinforced concrete (RC) wall buildings can experience critical damage owing to lap splices, which led to a recent surge in experimental tests of walls with such constructional details. Most of the 16 wall tests described in the literature thus far were carried out in the last six years. This paper presents a database with these wall tests, including the description of a new test on a wall with lap splices and a corresponding reference wall with continuous reinforcement. They complement the existing tests by investigating a spliced member with a shear span ratio smaller than two, which is the smallest among them. The objective of this database is to collect information not just on the force capacity but mainly on the deformation capacity of lap splices in reinforced concrete walls. It is shown that (1) well-confined lap splices relocate the plastic hinge above the lap splice, (2) lap splices with adequate lengths but insufficiently confined attain the peak force but their deformation capacity is significantly reduced, and (3) short and not well-confined lap splices fail before reaching the strength capacity. The analysis of the test results, which are used in the companion paper for the finite element analysis of walls with lap splices, indicates in particular that the confining reinforcement ratio and the ratio of shear span to lap splice length influence the lap splice strain capacity.

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Understanding Poor Seismic Performance of Concrete Walls and Design Implications

Cited by 112 publications

References 17 publications

Behaviour of U-shaped RC walls under quasi-static cyclic diagonal loading

Behaviour of U-shaped RC walls under quasi-static cyclic diagonal loading

Precast concrete wall with end columns (PreWEC) for earthquake resistant design

Influence of Lap Splices on the Deformation Capacity of RC Walls. I: Database Assembly, Recent Experimental Data, and Findings for Model Development

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