Seismic Analysis of Regular Tall Buildings with Shear Walls and without Shear Walls at Different Locations

The seismic performance of timber light-frame shear walls is investigated in this paper with a focus on energy dissipation and ductility ensured by sheathing-to-framing connections. An original parametric finite element model has been developed in order to perform sensitivity analyses. The model considers the design variables affecting the racking load-carrying capacity of the wall. These variables include aspect ratio (height-to-width ratio), fastener spacing, number of vertical studs and framing elements cross-section size. A failure criterion has been defined based on the observation of both the global behaviour of the wall and local behaviour of fasteners in order to identify the ultimate displacement of the wall. The equivalent viscous damping has been numerically assessed by estimating the damping factor which is in use in the capacity spectrum method. Finally, an in-depth analysis of the results obtained from the sensitivity analyses led to the development of a simplified analytical procedure which is able to predict the capacity curve of a timber light-frame shear wall.

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Implementing the performance-based seismic design for new reinforced concrete structures: Comparison among ASCE/SEI 41, TBI, and LATBSDC

Earthquake Spectra ◽

10.1177/8755293020981968 ◽

2021 ◽

pp. 875529302098196

Author(s):

Siamak Sattar ◽

Anne Hulsey ◽

Garrett Hagen ◽

Farzad Naeim ◽

Steven McCabe

Keyword(s):

Reinforced Concrete ◽

Los Angeles ◽

Seismic Design ◽

Common Ground ◽

Seismic Analysis ◽

Tall Buildings ◽

The United States ◽

Analysis And Design ◽

Performance Based Seismic Design ◽

New Buildings

Performance-based seismic design (PBSD) has been recognized as a framework for designing new buildings in the United States in recent years. Various guidelines and standards have been developed to codify and document the implementation of PBSD, including “ Seismic Evaluation and Retrofit of Existing Buildings” (ASCE 41-17), the Tall Buildings Initiative’s Guidelines for Performance-Based Seismic Design of Tall Buildings (TBI Guidelines), and the Los Angeles Tall Buildings Structural Design Council’s An Alternative Procedure for Seismic Analysis and Design of Tall Buildings Located in the Los Angeles Region (LATBSDC Procedure). The main goal of these documents is to regularize the implementation of PBSD for practicing engineers. These documents were developed independently with experts from varying backgrounds and organizations and consequently have differences in several degrees from basic intent to the details of the implementation. As the main objective of PBSD is to ensure a specified building performance, these documents would be expected to provide similar recommendations for achieving a given performance objective for new buildings. This article provides a detailed comparison among each document’s implementation of PBSD for reinforced concrete buildings, with the goal of highlighting the differences among these documents and identifying provisions in which the designed building may achieve varied performance depending on the chosen standard/guideline. This comparison can help committees developing these documents to be aware of their differences, investigate the sources of their divergence, and bring these documents closer to common ground in future cycles.

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Machine learning-based failure mode identification of RCSPSW

IABSE Congress, Christchurch 2021: Resilient technologies for sustainable infrastructure ◽

10.2749/christchurch.2021.1150 ◽

2021 ◽

Author(s):

Dongqi Jiang ◽

Shanquan Liu ◽

Tao Chen ◽

Gang Bi

Keyword(s):

Machine Learning ◽

Failure Mode ◽

Failure Modes ◽

Shear Failure ◽

Tall Buildings ◽

Shear Walls ◽

Superior Performance ◽

Ann Model ◽

Mode Recognition ◽

Wide Range

<p>Reinforced concrete – steel plate composite shear walls (RCSPSW) have attracted great interests in the construction of tall buildings. From the perspective of life-cycle maintenance, the failure mode recognition is critical in determining the post-earthquake recovery strategies. This paper presents a comprehensive study on a wide range of existing experimental tests and develops a unique library of 17 parameters that affects RCSPSW’s failure modes. A total of 127 specimens are compiled and three types of failure modes are considered: flexure, shear and flexure-shear failure modes. Various machine learning (ML) techniques such as decision trees, random forests (RF), <i>K</i>-nearest neighbours and artificial neural network (ANN) are adopted to identify the failure mode of RCSPSW. RF and ANN algorithm show superior performance as compared to other ML approaches. In Particular, ANN model with one hidden layer and 10 neurons is sufficient for failure mode recognition of RCSPSW.</p>

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Seismic Analysis of Multi Storied Building with Shear Walls of Different Shapes

International Journal of Engineering Research and ◽

10.17577/ijertv6is060276 ◽

2017 ◽

Vol V6 (06) ◽

Cited By ~ 1

Author(s):

Sanisha Santhosh ◽

Linda Ann Mathew ◽

Keyword(s):

Seismic Analysis ◽

Shear Walls ◽

Different Shapes

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Shear and Flexural Stiffnesses of Reinforced Concrete Shear Walls Subjected to Cyclic Loading

The Open Construction and Building Technology Journal ◽

10.2174/1874836801408010104 ◽

2014 ◽

Vol 8 (1) ◽

pp. 104-121 ◽

Cited By ~ 2

Author(s):

T. O. Tang ◽

R. K.L. Su

Keyword(s):

Seismic Analysis ◽

Classical Mechanics ◽

Shear Walls ◽

Shear Stiffness ◽

Eurocode 8 ◽

Design Codes ◽

Structural Walls ◽

Load Distributions ◽

Classical Models ◽

Ductility Capacity

Seismic analyses of concrete structures under maximum-considered earthquakes require the use of reduced stiffness accounting for cracks and degraded materials. Structural walls, different to other flexural dominated components, are sensitive to both shear and flexural stiffness degradations. Adoption of the gross shear stiffness for walls in seismic analysis prevails particularly for the design codes in the US. Yet available experimental results indicate that this could overstate the shear stiffness by more than double, which would hamper the actual predictions of building periods and shear load distributions among columns and walls. In addition, the deformation capacity could be drastically understated if the stipulated constant ductility capacity is adopted. This paper reviews the available simplified shear and flexural models, which stem from classical mechanics, empirical formulations and/or parametric studies, suitable for structural walls at the state-of-the-art. Reviews on the recommended flexural and shear stiffnesses by prominent design codes such as ACI318-11, Eurocode 8 and CSA are included. A database comprised of walls subjected to reverse-cyclic loads is formed to evaluate the performance of each model. It is found that there exist classical models that could outweigh overconservative codified values with comparable simplicity for practical uses.

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Optimum Shape and Position of Outrigger System for High Rise Building under Earthquake Loading

International Journal of Innovative Technology and Exploring Engineering - Special Issue ◽

10.35940/ijitee.c8961.019320 ◽

2020 ◽

Vol 9 (3) ◽

pp. 3268-3275

Keyword(s):

Large Scale ◽

Load Condition ◽

Tall Buildings ◽

Shear Walls ◽

Optimum Shape ◽

Earthquake Loading ◽

High Rise ◽

High Rise Building ◽

Tall Structures ◽

Earthquake Load

The advancement of high rise building has been increasing on a large scale. In tall structures shear wall often resisted the lateral load induced by wind and earthquake but as the building height increases the stiffness of the structure reduces. To provide sufficient lateral stiffness of the structure implementation of outrigger system between the shear walls and peripheral columns is often used. The aim of this study is to identify the optimum shape of outrigger belt truss in tall buildings under earthquake load condition. A thirty storey with single belt truss, forty five storeys with two belt trusses and sixty storey with three belt trusses structure was investigated with three different shape outrigger belt truss that is X, V and N. The optimum location by providing single belt truss at 10th story, 15th story and at top story in thirty story building is considered in the analysis. From the analysis a comparative study are made with and without variation of shape of outrigger with belt truss with parameters likes storey displacement and storey drift under earthquake loading and get a optimum position of outrigger belt truss for thirty storey building with single belt trusses placing at different locations.

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The Use of Moment-Resisting Frames and Braced Frames for Lateral Stability of Multy-Storey Precast Concrete Structures

Solid State Phenomena ◽

10.4028/www.scientific.net/ssp.259.173 ◽

2017 ◽

Vol 259 ◽

pp. 173-177

Author(s):

Arthur L. Rocha ◽

Marcelo de A. Ferreira ◽

Wilian dos S. Morais ◽

Bruna Catoia

Keyword(s):

High Performance ◽

Precast Concrete ◽

Tall Buildings ◽

Shear Walls ◽

Order Effects ◽

Lateral Stability ◽

Infill Walls ◽

Precast Buildings ◽

Moment Resisting ◽

Lateral Displacements

Precast structures for multi-storey buildings can be designed with economy, safety and high performance. However, depending on the height of the building and the intensity of the lateral loads, the lateral stability system must be carefully chosen in order to maximize the global structural performance. In Brazil, the most common method for lateral stability is achieved by moment resisting precast-frames, wherein the moment-rotation response of the beam-column connections are responsible to provide the frame action, which will govern the distribution of internal forces and the sway distribution along the building height. On the other hand, in Europe, bracing systems comprised by shear walls or infill walls are mostly used, wherein beam-column connections are designed as hinged. The aim of this paper is to present a comparison between these methods for lateral stability, applying nine structural simulations with moment resisting precast-frames, shear walls and infill walls solutions, divided in three groups - 3 building with 5 storeys (21 meters high), 3 buildings with 10 storeys (41 meters high) and 3 building with 20 storeys (81 meters high). All first storeys are 5 meters high, while all the others are 4 meters high. The results from all structural analyses are compared. As conclusion, while moment-resisting beam-column connections are more feasible for applying in low-rise precast buildings, the use of shear walls and infill walls are more efficient for tall buildings due to decrease of lateral displacements, having a reduction of second order effects but also increasing the reactions at the foundations of bracing elements.

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