Predictions of moment and deflection capacities of RC shear walls by different analytical models

Structures ◽  
2020 ◽  
Vol 26 ◽  
pp. 105-127
Author(s):  
A. Marzok ◽  
O. Lavan ◽  
A.N. Dancygier
Keyword(s):  
Shear Walls ◽  
Analytical Models

scholarly journals Determination of Period of RC Buildings by the Ambient Vibration Method

2019 ◽  
Vol 2019 ◽  
pp. 1-10
Author(s):  
Mehmet Inel ◽  
Hayri Baytan Ozmen ◽  
Bayram Tanik Cayci
Keyword(s):  
Natural Vibration ◽  
Dynamic Properties ◽  
Shear Walls ◽  
Vibration Signal ◽  
Analytical Models ◽  
Ambient Vibration ◽  
Seismic Behaviour ◽  
Infill Wall ◽  
Infill Walls ◽  
Vibration Period

Determining the dynamic properties of structures is important for understanding their seismic behaviour. Ambient vibration signal measurement is one of the approaches used to determine the period of structures. Advantages of this method include the possibility of taking real-time records and presenting nondestructive and rapid solutions. In this study, natural vibration periods are calculated by taking ambient vibration signal records from 40 buildings. The height of the building, infill wall effect, presence of seismic retrofit, and presence of damage are taken into consideration, and their effects on natural vibration periods are investigated. Moreover, the results are compared with the analytical methods to reveal the differences. A significant correlation between the period and height of the building is observed. It is seen that the natural vibration periods of the buildings decrease by 7% to 30% (15% on average) due to infill wall contribution. However, the efficiency of infill walls decreases as the building height increases. Another significant result is that adding shear walls substantially decreases the vibration period values by 23% to 33% with respect to the shear wall ratio. When the analytical estimates and measured building period results are compared, it is seen that analytical models have closer period estimates before infill walls are implemented. The limited data in scope of the study suggest that significant differences may present in the analytical and measured periods of the buildings due to infill wall contributions.

scholarly journals Nonlinear Analysis of Reinforced Concrete Shear Walls Using Nonlinear Layered Shell Approach

2021 ◽  
Vol 65 (2) ◽  
pp. 63-79
Author(s):  
Ali Vatanshenas
Keyword(s):  
Reinforced Concrete ◽  
Pushover Analysis ◽  
Shear Walls ◽  
Element Model ◽  
Computational Effort ◽  
Nonlinear Static Analysis ◽  
Analytical Models ◽  
Layered Shell ◽  
Concrete Wall ◽  
Cracking Pattern

Abstract This study discusses nonlinear modelling of a reinforced concrete wall utilizing the nonlinear layered shell approach. Rebar, unconfined and confined concrete behaviours are defined nonlinearly using proposed analytical models in the literature. Then, finite element model is validated using experimental results. It is shown that the nonlinear layered shell approach is capable of estimating wall response (i.e., stiffness, ultimate strength, and cracking pattern) with adequate accuracy and low computational effort. Modal analysis is conducted to evaluate the inherent characteristics of the wall to choose a logical loading pattern for the nonlinear static analysis. Moreover, pushover analysis’ outputs are interpreted comprehensibly from cracking of the concrete until reaching the rupture step by step.

scholarly journals Seismic Fragility of Ordinary Reinforced Concrete Shear Walls with Coupling Beams Designed Using a Performance-Based Procedure

2020 ◽  
Vol 10 (12) ◽  
pp. 4075
Author(s):  
Seong-Ha Jeon ◽  
Ji-Hun Park
Keyword(s):  
Reinforced Concrete ◽  
Dynamic Analysis ◽  
Seismic Design ◽  
Nonlinear Dynamic ◽  
Shear Force ◽  
Nonlinear Dynamic Analysis ◽  
Shear Walls ◽  
Analytical Models ◽  
High Rise ◽  
Collapse Probability

The seismic performance of ordinary reinforced concrete shear walls, that are commonly used in high-rise residential buildings in Korea (h < 60 m), but are prohibited for tall buildings (h ≥ 60 m), is evaluated in this research project within the framework of collapse probability. Three bidimensional analytical models comprised of both coupled and uncoupled shear walls exceeding 60 m in height were designed using nonlinear dynamic analysis in accordance with Korean performance-based seismic design guidelines. Seismic design based on nonlinear dynamic analysis was performed using different shear force amplification factors in order to determine an appropriate factor. Then, an incremental dynamic analysis was performed to evaluate collapse fragility in accordance with the (Federal Emergency Management Agency) FEMA P695 procedure. Four engineering demand parameters including inter-story drift, plastic hinge rotation angle, concrete compressive strain and shear force were introduced to investigate the collapse probability of the designed analytical models. For all analytical models, flexural failure was the primary failure mode but shear force amplification factors played an important role in order to meet the requirement on collapse probability. High-rise ordinary reinforced concrete shear walls designed using seven pairs of ground motion components and a shear force amplification factor ≥ 1.2 were adequate to satisfy the criteria on collapse probability and the collapse margin ratio prescribed in FEMA P695.

Performance of double skin-profiled composite shear walls — experiments and design equations

2004 ◽  
Vol 31 (2) ◽  
pp. 204-217 ◽  
Author(s):  
K M. Anwar Hossain ◽  
H D Wright
Keyword(s):  
Finite Element ◽  
Shear Strength ◽  
Failure Modes ◽  
Shear Walls ◽  
Shear Stiffness ◽  
Response Strength ◽  
Shear Loading ◽  
Analytical Models ◽  
Small Scale ◽  
Composite Wall

The novel form of composite walling system consists of two skins of profiled steel sheeting with an infill of concrete. The knowledge of the behaviour of such walling under shear loading is important to use this system as shear elements in a steel framed building. Currently design provisions for this novel form of framed shear walling do not exist. This paper presents the results of tests on one-sixth scale models of the composite wall and its components, manufactured from very thin sheeting and microconcrete. The heavily instrumented small-scale tests provided information on the load–deflection response, strength, stiffness, strain condition, sheet–concrete interaction, and failure modes. Analytical models for the shear strength and stiffness of the wall are derived. The adequacy of design equations is validated through experimental results and finite element modelling.Key words: composite wall, design equation, profiled sheeting, shear strength, shear stiffness, strain, buckling, finite element, interface, microconcrete.

scholarly journals Steel plate shear wall – a 20th century review

2018 ◽  
Vol 7 (4.5) ◽  
pp. 617
Author(s):  
Sudarshan R. Vhatkar ◽  
Pradip D. Jadhao
Keyword(s):  
20Th Century ◽  
Steel Plate ◽  
Research Work ◽  
Shear Walls ◽  
Lateral Load ◽  
Elastic Stiffness ◽  
Analytical Models ◽  
Steel Plate Shear Walls ◽  
Buckling Strength ◽  
Gravity Load

This paper provides a brief summary carried out in past analytical and experimental research work on steel plate shear walls with empha- sis given up to 20th Century. In buildings, two different systems exist to resists the loads viz., gravity load system and a lateral load sys- tem. To transfer the vertical loads to the footing gravity load system is used while lateral loads due to wind and seismic loads are resisted by the Lateral Load Resisting System (LLRS). Steel Plate Shear Walls (SPSW) is relatively a new type of LLRS; it has many distinct performance benefits including large displacement ductility capacities, high elastic stiffness properties, and stable hysteresis behavior as compared to other LLRS. The experimental results were also compared with simplified analytical models. The capacity of SPSW is li- mited to elastic buckling strength of its plate panels. This practice results not only in an undesirable one, but also in a conservative design, where columns buckle and may yield before the plate reaches a fraction of its capacity. With failure plate buckling is not synonymous and along its boundaries if plate is supported adequately, as in the case of SPSW the post buckling strength may be several times theoret- ical buckling strength. 

Simplified analytical models for partially grouted reinforced masonry shear walls

2022 ◽  
Vol 252 ◽  
pp. 113643
Author(s):  
Abdulelah Al-Ahdal ◽  
Nader Aly ◽  
Khaled Galal
Keyword(s):  
Shear Walls ◽  
Analytical Models ◽  
Reinforced Masonry

scholarly journals Fracture Mechanics Models for Brittle Failure of Bottom Rails due to Uplift in Timber Frame Shear Walls

2016 ◽  
Vol 2016 ◽  
pp. 1-21 ◽  
Author(s):  
Joergen L. Jensen ◽  
Giuseppe Caprolu ◽  
Ulf Arne Girhammar
Keyword(s):  
Fracture Mechanics ◽  
Failure Load ◽  
Vertical Plane ◽  
Shear Walls ◽  
Analytical Models ◽  
Timber Frame ◽  
Practical Design ◽  
Anchor Bolts ◽  
Uplift Forces ◽  
Good Agreement

In partially anchored timber frame shear walls, hold-down devices are not provided; hence the uplift forces are transferred by the fasteners of the sheathing-to-framing joints into the bottom rail and via anchor bolts from the bottom rail into the foundation. Since the force in the anchor bolts and the sheathing-to-framing joints do not act in the same vertical plane, the bottom rail is subjected to tensile stresses perpendicular to the grain and splitting of the bottom rail may occur. This paper presents simple analytical models based on fracture mechanics for the analysis of such bottom rails. An existing model is reviewed and several alternative models are derived and compared qualitatively and with experimental data. It is concluded that several of the fracture mechanics models lead to failure load predictions which seem in sufficiently good agreement with the experimental results to justify their application in practical design.

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