Lateral hysteretic behavior of precast concrete shear walls with unjointed vertical distribution bars and opening

• Published in: Engineering structures Vol. 305; p. 117762
• Main Authors: Cai, Qi, Song, Xiaobin, Xiao, Xuwen, Gu, Xianglin
• Format: Journal Article
• Language: English
• Published: Elsevier Ltd 15.04.2024
• Subjects: Hysteretic behavior; Opening; Precast concrete shear wall; Unjointed vertical distribution bars; Precast concrete shear wall; Opening; Hysteretic behavior; Unjointed vertical distribution bars
• ISSN: 0141-0296; 1873-7323
• DOI: 10.1016/j.engstruct.2024.117762

Precast concrete shear walls with unjointed vertical distribution bars have desirable lateral resistance compared with cast in situ concrete shear walls and much less construction cost as no sleeve splicing joint is needed. However, the influence of opening in the precast panels on their lateral hysteretic behavior has not been fully investigated. This study presents the results of cyclic loading tests of three full size precast concrete shear walls with unjointed vertical bars and opening. The test results showed that these shear walls had similar failure modes as a cast in situ concrete shear wall, such as cracking in the corners of the opening and the concrete and steel bars crushing at the bottom corners of the shear walls. The peak load of the positive and negative loading cycles and the stiffness of the unjointed shear wall with a window opening were 14.6%, 4.3% and 1.3%, respectively, smaller and the ductility ratio was 37.6% higher, than an otherwise the same cast in situ shear wall. The lateral stiffness of the unjointed shear wall with a door opening was 35% smaller than that of the one with a window opening, due to the stiffness contribution of the wall segment underneath the window opening. The development of the longitudinal strains of concrete and steel strain along the height of the wall limbs generally met the plane section assumption. However, those next to the vertical joint interface were affected by the development length of the shear force after the bedding mortar cracked under tension. The determination of the development length needs to consider the influence of the stiffness of the link beam and the wall segment underneath the opening. •Precast shear walls had similar failure modes as cast in situ shear wall.•The lateral mechanical behavior of precast and cast in situ walls was reported.•The longitudinal strains of wall limbs generally meet plane-section assumption.•The development length of shear force in joint interface was dependent on moment.