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8 records – page 1 of 1.

Analytical Model to Evaluate the Equivalent Viscous Damping of Timber Structures with Dowel-Type Fastener Connections

https://research.thinkwood.com/en/permalink/catalogue1893
Year of Publication
2012
Topic
Connections
Application
Frames
Author
Loss, Cristiano
Piazza, Maurizio
Zonta, Daniele
Year of Publication
2012
Format
Conference Paper
Application
Frames
Topic
Connections
Keywords
Equivalent Viscous Damping
Moment Resisting Joints
Dowel-Type Connections
Non-linear Dynamic Analysis
Metal Fasteners
Conference
World Conference on Timber Engineering
Research Status
Complete
Notes
July 16-19, 2012, Auckland, New Zealand
Summary
The Equivalent Viscous Damping (EVD) parameter is used to simplify the dynamic problem, passing from a non-linear solution of the system to a simple linear-elastic one. In the case of Direct Displacement-Based seismic Design (DDBD) methods, the EVD value allows direct design of structures, without an iterative computational process. This paper proposes a rational analytical formula to evaluate the EVD value of timber structures with dowel-type metal fastener connections. The EVD model is developed at the ultimate limit state, as a solution of the equilibrium problem related to an inelastic configuration. For a specific joint configuration, the EVD predicted via an analytical model was compared to experimental results. The proposed EVD model was validated using non-linear dynamic analysis on a portal frame, built with dowel-type fasteners arranged in two concentric crowns.
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Ductility of Wooden Structures Including Solid Wood Buildings

https://research.thinkwood.com/en/permalink/catalogue2189
Topic
Design and Systems
Seismic
Application
Wood Building Systems
Organization
Université de Sherbrooke
Application
Wood Building Systems
Topic
Design and Systems
Seismic
Keywords
Pushover Response
Ductility Factors
Non-linear Dynamic Analysis
Research Status
In Progress
Notes
Project contact is Jean Proulx at Université de Sherbrooke
Summary
This project will involve the modeling of typical multistage buildings and non-linear dynamic analyzes for various seismic hazards (Montreal, Quebec, Charlevoix). The models will be developed using OpenSees, and validated with commercial software (SAFI, SAP2000). The temporal responses of typical buildings, subject to earthquakes generated for the region, will be calculated for different parameters (number of floors, bays, types of SRFS). Pushover type analyzes will also be carried out (rigid frame systems or shear walls). Sectional ductility demands will be evaluated for different types of wood sections and assemblies. These ductility values will be used to target the best wood seismic resistance systems, depending on the type of construction.
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Lateral Load-Resisting System Using Mass Timber Panel for High-Rise Buildings

https://research.thinkwood.com/en/permalink/catalogue1221
Year of Publication
2017
Topic
Seismic
Wind
Design and Systems
Material
LSL (Laminated Strand Lumber)
Application
Shear Walls
Hybrid Building Systems
Author
Chen, Zhiyong
Chui, Ying-hei
Publisher
Frontiers Media
Year of Publication
2017
Format
Journal Article
Material
LSL (Laminated Strand Lumber)
Application
Shear Walls
Hybrid Building Systems
Topic
Seismic
Wind
Design and Systems
Keywords
Lateral Load Resisting System
High-Rise
Dowel-Type Connections
FE model
Linear Static Analysis
Non-linear Dynamic Analysis
Timber-Steel Hybrid
Research Status
Complete
Series
Frontiers in Built Environment
Summary
As global interest in using engineered wood products in tall buildings intensifies due to the “green” credential of wood, it is expected that more tall wood buildings will be designed and constructed in the coming years. This, however, brings new challenges to the designers. One of the major challenges is how to design lateral load-resisting systems (LLRSs) with sufficient stiffness, strength, and ductility to resist strong wind and earthquakes. In this study, an LLRS using mass timber panel on a stiff podium was developed for high-rise buildings in accordance with capacity-based design principle. The LLRS comprises eight shear walls with a core in the center of the building, which was constructed with structural composite lumber and connected with dowel-type connections and wood–steel composite system. The main energy dissipating mechanism of the LLRS was detailed to be located at the panel-to-panel interface. This LLRS was implemented in the design of a hypothetical 20-storey building. A finite element (FE) model of the building was developed using general-purpose FE software, ABAQUS. The wind-induced and seismic response of the building model was investigated by performing linear static and non-linear dynamic analyses. The analysis results showed that the proposed LLRS using mass timber was suitable for high-rise buildings. This study provided a valuable insight into the structural performance of LLRS constructed with mass timber panels as a viable option to steel and concrete for high-rise buildings.
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Linear Dynamic Analysis for Wood-Based Shear Walls and Podium Structures: Part 1: Developing Input Parameters for Linear Dynamic Analysis

https://research.thinkwood.com/en/permalink/catalogue740
Year of Publication
2013
Topic
Design and Systems
Mechanical Properties
Material
Light Frame (Lumber+Panels)
Application
Shear Walls
Author
Ni, Chun
Newfield, Grant
Wang, Jasmine
Organization
FPInnovations
Year of Publication
2013
Format
Report
Material
Light Frame (Lumber+Panels)
Application
Shear Walls
Topic
Design and Systems
Mechanical Properties
Keywords
Deflection
Linear Dynamic Analysis
National Building Code of Canada
Stiffness
Floor Drifts
Research Status
Complete
Summary
Utilizing Linear Dynamic Analysis (LDA) for designing steel and concrete structures has been common practice over the last 25 years. Once preliminary member sizes have been determined for either steel or concrete, building a model for LDA is generally easy as the member sizes and appropriate stiffness can be easily input into any analysis program. However, performing an LDA for a conventional wood-frame structure has been, until recently, essentially non-existent in practice. The biggest challenge is that the stiffness properties required to perform an LDA for a wood-based system are not as easily determined as they are for concrete or steel structures. This is mostly due to the complexities associated with determining the initial parameters required to perform the analysis. With the height limit for combustible construction limited to four stories under the National Building Code of Canada, it was uncommon for designers to perform detailed analysis to determine the stiffness of shear walls, distribution of forces, deflections, and inter-storey drifts. It was only in rare situations where one may have opted to check building deflections. With the recent change in allowable building heights for combustible buildings from four to six storeys under an amendment to the 2006 BC Building Code, it has become even more important that designers consider more sophisticated methods for the analysis and design of wood-based shear walls. As height limits increase, engineers should also be more concerned with the assumptions made in determining the relative stiffness of walls, distribution of forces, deflections, and inter-storey drifts to ensure that a building is properly detailed to meet the minimum Code objectives. Although the use of LDA has not been common practice, the more rigorous analysis, as demonstrated in the APEGBC bulletin on 5- and 6-storey wood-frame residential building projects (APEGBC 2011), could be considered the next step which allows one to perform an LDA. This fact sheet provides a method to assist designers who may want to consider an LDA for analyzing wood-frame structures. It is important to note that while LDA may provide useful information as well as streamline the design of wood-frame structures, it most often will not be necessary.
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Methods for Practice-Oriented Linear Analysis in Seismic Design of Cross Laminated Timber Buildings

https://research.thinkwood.com/en/permalink/catalogue2304
Year of Publication
2020
Topic
Seismic
Design and Systems
Material
CLT (Cross-Laminated Timber)
Application
Wood Building Systems

Mitigating Torsional Irregularity using Cross Laminated Timber-Reinforced Concrete Hybrid System

https://research.thinkwood.com/en/permalink/catalogue1264
Year of Publication
2016
Topic
Design and Systems
Seismic
Material
CLT (Cross-Laminated Timber)
Application
Hybrid Building Systems
Author
Yazdinezhad, Mahdi
Organization
University of British Columbia
Year of Publication
2016
Format
Thesis
Material
CLT (Cross-Laminated Timber)
Application
Hybrid Building Systems
Topic
Design and Systems
Seismic
Keywords
Interstory Drifts
Reinforced Concrete
Linear Dynamic Analysis
Nonlinear Time History Analysis
Timber-Concrete Hybrid
Research Status
Complete
Summary
Seismic torsional responses in buildings is a result of eccentricity in mass and stiffness distribution. Torsional irregularity is one of the major causes of severe damage and collapse of structures during an earthquake. In this study, effect of torsion on the structures is reviewed, the definition of torsional irregularity and the characteristic of the structure that leads to this type of irregularity is elaborated. The evolution of the methods to consider the effect of torsion in the National Building Code of Canada (NBCC) is reviewed and different methods to prevent torsional irregularity in the structures are discussed. Hybridization with Cross-Laminated Timber (CLT) is suggested as a new method to rectify the effect of torsional irregularity for different performance levels. Accordingly, the definition of hybridization and hybrid structure seismic behavior, CLT material specifications and CLT seismic performance is discussed. In order to evaluate the effect of CLT hybridization on buildings with torsional irregularity, a four-storey reinforced concrete (RC) structure with torsional irregularity is considered for Vancouver seismicity condition. SAP2000 software is used to conduct Linear Dynamic Analysis (LDA) and Non-Linear Time History Analysis (NLTHA) using eight different ground motion scaled to Vancouver design spectra. The effect of the CLT wall panel as shear wall on the in plane seismic base shear and inter-storey drift is shown using the linear and non-linear dynamic analysis. The result from the analysis compared to the code static values. The literature of Performance Based Seismic Design (PBSD) is reviewed. PBSD is used to determine the performance level of the original and hybrid building. The inter-storey drifts criteria defined in FEMA 356 guidelines is used for the purpose of NLTHA.
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Potential for Design Optimisation of a Six-Storey Lightframe Wood Building Using Linear Dynamic Analysis

https://research.thinkwood.com/en/permalink/catalogue1661
Year of Publication
2016
Topic
Mechanical Properties
Design and Systems
Material
Light Frame (Lumber+Panels)
Application
Wood Building Systems
Shear Walls
Author
Tremblay-Auclair, Jean-Philippe
Salenikovich, Alexander
Frenette, Caroline
Year of Publication
2016
Format
Conference Paper
Material
Light Frame (Lumber+Panels)
Application
Wood Building Systems
Shear Walls
Topic
Mechanical Properties
Design and Systems
Keywords
Canada
Braced Frame Model
Linear Dynamic Analysis
Mid-Rise
Conference
World Conference on Timber Engineering
Research Status
Complete
Notes
August 22-25, 2016, Vienna, Austria p. 3649-3656
Summary
Recently, Canadian building regulations have allowed construction of light-frame wood buildings up to six storeys. Even though equivalent static force procedure (ESFP) is generally used for the seismic design of such buildings, in cases of irregular structures and in high seismic zones a linear dynamic analysis (LDA) is required by the code. However, commercial software has not yet been adapted to the dynamic analysis of this type of structures. In this paper, a design procedure for light-frame wood shear walls using a braced frame model and LDA is proposed and the potential for design optimisation is presented for a six-storey light-frame wood building located in Quebec City in the Eastern Canada. Comparisons between the proposed LDA procedure and ESFP based on the shear distribution, overturning moments, interstorey drifts and total inelastic deflections are shown. Structural advantages of using the proposed LDA are demonstrated.
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Technical Guide for Evaluation of Seismic Force Resisting Systems and Their Force Modification Factors for Use in the National Building Code of Canada with Concepts Illustrated Using a Cantilevered Wood CLT Shear Wall Example

https://research.thinkwood.com/en/permalink/catalogue2804
Year of Publication
2021
Topic
Seismic
Material
CLT (Cross-Laminated Timber)
Application
Shear Walls
Author
DeVall, Ron
Popovski, Marjan
McFadden, Jasmine
Organization
National Research Council Canada, Canadian Construction Materials Centre
Publisher
National Research Council Canada
Year of Publication
2021
Format
Report
Material
CLT (Cross-Laminated Timber)
Application
Shear Walls
Topic
Seismic
Keywords
Seismic Force Resisting System
Force Modification Factor
Ductility Factor
Overstrength
Non-linear Dynamic Analysis
National Building Code of Canada
Alternative Design Solution
Shear Walls
Research Status
Complete
Summary
The objective of this guideline is to provide a simple, systematic, and sufficient procedure for evaluating the performance of Seismic Force Resisting Systems (SFRSs) and to determine the appropriate ductilityrelated (Rd) and over-strength related (Ro) force modification factors for implementation in the National Building Code of Canada (NBC). The procedure relies on the application of non-linear dynamic analysis for quantification of the seismic performance of the SFRS. Note that the procedure is also suitable for assessing force modification factors (RdRo values) of systems already implemented in the NBC. The audience for this guideline are those (called the “project study team” in this document) who submit proposals for new SFRSs with defined RdRo values to the NBC for inclusion in Subsection 4.1.8., Earthquake Loads and Effects, of Division B of the NBC. This guideline can also be used by a team performing an alternative design solution for a specific project and seeking acceptance from authority having jurisdiction. In such cases, not all aspects of this guideline (e.g., having different archetypes) will be needed.
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8 records – page 1 of 1.