Seismic Response of Post-Tensioned Cross-Laminated Timber Rocking Wall Buildings

Wilson, Alex; Motter, Christopher J.; Phillips, Adam R.; Dolan, J. Daniel

doi:10.1061/(asce)st.1943-541x.0002673

Cited by 18 publications

(11 citation statements)

References 24 publications

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“…Damage to the structural components was limited to wall toes and UFPs. Information on the extent of damage to wall toes is provided by Wilson et al (2020). The extent of damage is small relative to the total volume of CLT in the wall.…”

Section: Loss Analysis and Discussionmentioning

confidence: 99%

“…The gravity framing and floor system were designed utilizing factored gravity loads and the load resistance factor design methodology. Additional information on gravity loads and member sizes can be found in the work of Wilson et al (2020). The initial PT force was selected to prevent decompression under wind demands, calculated in accordance with the directional procedure in ASCE 7-16 (ASCE, 2016).…”

Section: Design Of Prototype Buildingsmentioning

confidence: 99%

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Seismic loss analysis of buildings with post-tensioned cross-laminated timber walls

et al. 2020

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The FEMA P-58 performance-based earthquake engineering methodology was used to assess the economic losses associated with earthquake damage to nonstructural components of two prototype buildings with post-tensioned cross-laminated timber rocking walls. A suite of 22 far-field ground motions were used for nonlinear time history (NLTH) analysis. Truncated incremental dynamic analysis was used to scale the ground motions, and results of the NLTH analyses were used to develop cumulative distribution functions for inter-story drift and peak floor accelerations. The economic factors assessed in the risk analysis included the expected repair cost with respect to spectral acceleration, the probability of exceeding an expected repair cost for selected time periods, and the expected annual loss over different time periods considering various discount factors. It was determined that the ratio of nonstructural repair cost to total building cost at the design earthquake and maximum considered earthquake was lower for the low-rise building than the mid-rise building. However, the probability of nonstructural damage at the service-level earthquake was lower for the mid-rise building than the low-rise building.

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Section: Loss Analysis and Discussionmentioning

confidence: 99%

Section: Design Of Prototype Buildingsmentioning

confidence: 99%

Seismic loss analysis of buildings with post-tensioned cross-laminated timber walls

et al. 2020

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“…The connectors, as shown in Fig. 3(e) can also provide the system with hysteric ED [1]. Different types of ED devices have been investigated, including viscous dampers [70], friction devices [56−71], and mild steel O-connectors [55] (O-connectors can be used as fuses which would be easily replaced in case of an earthquake incident mitigating damage to main β β structural components).…”

Section: Concrete Post-tensioned Shear Wallsmentioning

confidence: 99%

“…The new generation of self-centring (rocking) shears walls which are loaded in-plane are designed to have controlled joint opening at wall-footing interfaces. These structures show limited residual deformation upon loading events such as earthquakes which are repairable with minimal cost [1]. The controlled joint opening also helps the wall to provide a higher ductility which results in a reduced shear and flexural demand on the wall due to seismic loads [2].…”

Section: Introductionmentioning

confidence: 99%

Behaviour of self-centring shear walls—A state of the art review

Javadi

Hassanli

Rahman

et al. 2023

Front. Struct. Civ. Eng.

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The application of unbonded post-tensioning (PT) in structural walls has led to the development of advanced self-centring (rocking) shear wall systems that has significant advantages, including accelerated construction due to the incorporation of prefabricated elements and segmental construction for different materials (e.g., concrete, masonry, and timber), reduced residual drifts, and little damage upon extreme seismic and wind loads. Concrete, masonry, and timber are often used for the construction of unbonded PT structural wall systems. Despite extensive research since the 1980s, there are no well-established design guidelines available on the shear wall configuration with the required energy dissipation system, joint’s locations and acceptance criteria for shear sliding, confinement, seismic performance factors, PT loss, PT force range and residual drifts of shear walls subjected to lateral loads. In this research a comprehensive state-of-the-art literature review was performed on self-centring shear wall system. An extensive study was carried out to collect a database of 100 concrete, masonry, and self-centring shear wall tests from the literature. The established database was then used to review shear walls’ configurations, material, and components to benchmark requirements applicable for design purposes. The behaviour of concrete, masonry and timber shear walls were compared and critically analysed. The general behaviour, force-displacement performance of the walls, ductility, and seismic response factors, were critically reviewed and analysed for different self-centring wall systems to understand the effect of different parameters including configurations of the walls, material used for construction of the wall (concrete, masonry, timber) and axial stress ratio. The outcome of this research can be used to better understand the behaviour of self-centring wall system in order to develop design guidelines for such walls.

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“…For CLT rocking walls, a higher amount of energy dissipation and higher displacement capacity was expected compared to platform walls with mechanical connections (Wilson 2018;Wilson et al 2019). In a rocking wall system, the structural fuses placed between CLT panels dissipates significant seismic energy relative to the small amount dissipated by crushing at the bottom corners of the wall.…”

Section: 𝑉 = 𝐶 𝑠 𝑊mentioning

confidence: 99%

Structural design process for estimating cross-laminated timber use factors for buildings

Dolan

Wilson²,

Brandt

et al. 2019

BioRes

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Cross-laminated timber (CLT) construction has received significant attention for potential North American markets; however, few claims have been substantiated with structural design details that assess the amount of CLT to be used in various classifications of buildings. This article presents a design process used for the development of archetype buildings to estimate the potential CLT demand. Three types of structural systems were identified: platform construction, rocking walls with a separate gravity system, and hybrid construction consisting of reinforced concrete elevator cores and rocking walls. Platform construction was used for buildings 1 to 6 stories in height, the rocking wall system was used for buildings 6 to 12 stories in height, and the hybrid structural system was used for buildings 12 to 18 stories in height. The assumptions and design process for each of these archetypes are presented in this paper. Based on the structural analyses, CLT use factors were developed for predicting market demand as well as cost estimation of CLT building projects.

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Seismic Response of Post-Tensioned Cross-Laminated Timber Rocking Wall Buildings

Cited by 18 publications

References 24 publications

Seismic loss analysis of buildings with post-tensioned cross-laminated timber walls

Seismic loss analysis of buildings with post-tensioned cross-laminated timber walls

Behaviour of self-centring shear walls—A state of the art review

Structural design process for estimating cross-laminated timber use factors for buildings

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