Figure 1. The modern buildings are having light curtain walls, lightweight flexible partitions along with high strength concrete and steel reinforcement, which reduce the safety margin provided by non-structural components. CSA O86-14. = Design horizontal acceleration spectrum values using the natural period of vibration. Note that this is similar to the design seismic force derived by ESFP in the preliminary design. 2 according to NBCC [National Research Council (NRC), 2010], is 1.04 s. where hn is the building height. The total building height is 60 m (3 m per storey), and the standard plane dimensions are 27 m × 27 m with a 9 m frame grid. Structural design data for North Vancouver.

|, Canadian Standards Association (CSA), 2014, Canadian Construction Materials Centre (CCMC), 1994, Creative Commons Attribution License (CC BY). Recent days structures are becoming more and more slender and more susceptible to sway and hence dangerous in the earthquake. buildings have larger fundamental natural period than shorter ones.

While the maximum lateral wind loading and deflection are generally in the direction parallel to the wind (i.e., the along-wind direction), the maximum acceleration of a building leading to possible human perception of motion or even discomfort may occur in the direction perpendicular to the wind (i.e., the across-wind direction).

Figure 5. The results show that the response of the building under dynamic wind load, in terms of storey drift and inter-storey drift, was slightly larger than that induced by the static wind load. Lateral Load Resisting Systems. But, with no loss of generality, the broad concepts discussed in this document are valid for both RC and Steel buildings. Bathon, L., Bletz, O., and Schmidt, J. Those readers seeing the electronic copy of this book should make special note of those pages titled Animation Set ..., to capture the hyperlinks and reach the said animations. (2006).

Hence for seismic resistance for high C2 Y B B B1 2C 1C C C C C1 29. 4 [National Research Council (NRC), 2010].

The Case for Tall Wood Buildings. In this study, CHECKER consists of a 19-storey timber upper structure on top of a stiff concrete podium. The shear wall and core subsystems are linked together using steel beams with hinge joints, as illustrated in Figure 1. 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.

Toronto. possible to vacate the building during retrofitting.

buildings. A balloon framing technique (Karacabeyli and Lum, 2014) using mass timber panels with full length was chosen for the shear walls and the core to reduce the number of horizontal connections between panels and minimize the vertical deformation induced by the compressive stresses perpendicular to grain.

need to control the damage caused by earthquake to the All rights reserved.

This paper presents the results of testing and the advantages gained by this type of bricks over conventional clay bricks. This paper addresses the lateral resistance of this conceptual 20-storey building. 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. They are reproduced here with permission from ASCE. The type of system chosen to use will depend on the height, location, and use of the building.

lateral stiffness considering the interaction of the dual system at all floor levels. concrete shear wall has better seismic performance due to improved lateral stiffness and Following capacity-based design method, the mechanical connections of this system were designed as the weakest link and source of ductility of the whole structural system. Specifically, this project develops design solutions by applying the analysis tools and technical information generated in the NEWBuildS research program (Chen et al., 2015). The shear walls and shear core were meshed using a 4-node bilinear plane stress element (CPS4R) with reduced integration and hourglass control. For the CHECKER building, it was found via FE analysis that this criterion was met when 20 vibration modes were involved in the RSA. This is an open-access article distributed under the terms of the Creative Commons Attribution License (CC BY).

designed for Ottawa using the 1963 practice as a representative of seismically deficient older building. Seismic Performance Evaluation of Multistoried RC framed buildings with Shear wall. 3:40. doi: 10.3389/fbuil.2017.00040, Received: 30 March 2017; Accepted: 28 June 2017; Published: 14 July 2017.

Some Concepts in Earthquake Behaviour of Buildings, Effect of Internal & External Shear Wall on Performance of Building Frame Subjected to Lateral Load, Seismic analysis of steel braced reinforced concrete frames, Seismic retrofitting of non-ductile reinforced concrete moment resisting frame structures, Seismic Analysis of Reinforced Concrete Frame with Steel Bracings, STUDY OF LATERAL LOAD RESISTING SYSTEMS OF VARIABLE HEIGHTS IN ALL SOIL TYPES OF HIGH SEISMIC ZONE, Seismic Analysis of High Rise Building with Shear walls and Bracings, Effects of Various Bracing in Building with Circular Columns. The seismic load applied on the CHECKER building was estimated by using ESFP in the preliminary design. Many slides from 2009 Myanmar Slides of Profs Jain and Rai Lateral Loads. 2, which also usually happens to mid-rise light wood frame structures and fulfills the requirement of Sentence © 2008-2020 ResearchGate GmbH. J. Struct. Steel beam S5 × 10 of Grade 50 with specified yield strength of 345 MPa (CSA, 2009) was used to connect the shear wall and core subsystem (Figure 3). building as per the following expression, hi = height of ith floor measured from base, and. The number of modes to be considered in the analysis should be such that the sum of the total. INTRODUCTION The practice before 1960s has been to design buildings primarily for gravity loads and check the adequacy of the structure for safety against lateral loads. Newmark, N. M., and Hall, W. J.

Anuj Chandiwala, "Earthquake Analysis of Building Configuration with Different

3, Issue 4, Jul-Aug 2013. The constitutive model of LSL was assumed to be orthotropic elasticity, while steel was regarded as an isotropic, idealized elastoplastic material.

Figure 11. Storey drifts (A) and inter-storey drifts (B) of CHECKER building under static wind effect.

Only the LLRS in the east–west direction was analyzed, due to structural symmetry. The study has been carried out for the Zone V and all types of soils as specified in IS 1893-2002. as per recommendation given by IS 1893:2002 using Staad Pro V8i software. The modeling is done to examine the effect of different cases along with different heights on seismic parameters like base shear, lateral displacements and lateral drifts. The numerical analyses described herein are used to develop effective retrofit techniques for verification through large-scale testing under simulated seismic loading. Applied Technology Council (ATC).

It is found that the X t. to the structural stiffness and reduces the maximum interstorey drift of the frames.

Non-linear static pushover analysis was performed on the CHECKER building model using an inverse triangular loading pattern to investigate the failure mechanism of the LLRS. Figure 8. The exception to this is that the lower of the height limitations among all utilized systems controls for the whole building. Green and Karsh (2012) have suggested a higher Rd value of 3.5, but that suggestion was not based on any specific test evidence.

This study has shown that the connection systems have a strong influence on the structural performance of the building. The results obtained from the linear static analysis are thoroughly investigated for maximum values of joint displacements, support reactions, column forces and beam forces. The objective of the current research project is to investigate innovative, yet cost effective seismic retrofit methodologies for seismic upgrading of non-ductile reinforced concrete frame buildings.

considered while designing frames for seismic forces. Subjected To Seismic Load" International Journal of Scientific & Engineering Anand N, Mightraj C and Prince Arulraj G, "Seismic Behaviour of RCC Shear Wall

Using frequency analysis discussed below, the period of the building model was 1.97 s. It is almost twice that estimated by Eq.

The EEEP procedure basically ensures that the area under the measured load–slip curve (energy dissipation) is the same as the equivalent EEEP bilinear model shown in red in Figure 8. Since idealized constitutive models with abrupt unloading mechanism were adopted to model the connections, the load–displacement curve dropped sharply once the modeled connection reached its capacity.

This book employs exaggerated deformation shapes to emphasise deformations, and thereby, to develop the most needed intuition of structural behaviour of buildings during earthquakes and its consequences on earthquake-resistant design. comparison to other types of bracing systems.

Various parameters linked to the design of the building are listed in Table 1 and were based on the 2010 National Building Code of Canada (NBCC) [National Research Council (NRC), 2010] for the North Vancouver location. IN MOST COMMERCIaL BUILDINgS, floor and roof diaphragms are used to distribute loads in the horizontal plane of the structure to the lat-eral load resisting system. Bracings as Lateral Load Resisting Systems Subjected To Seismic Load, (Venkatesh S.V., H. Sharada Bai., Divya S.P.). Design provisions for novel structural system and the innovative connections are unavailable in NBCC [National Research Council (NRC), 2010] and the Canadian Standard for Engineering Design in Wood, CSAO86 [Canadian Standards Association (CSA), 2014]. Mechanical specifications and test data on the HSK connection system were provided by Prof. Leander Bathon, University of Wiesbaden, Germany. The vertical joints of shear wall (dowel-type connections) and the core (HSK system) are assumed to yield sequentially, and the ultimate limit state of the building is defined as the failure of the shear connectors and hold-downs. It is an attempt to respond to some of the frequently asked questions by Architects and Structural Engineers regarding behaviour of Reinforced Concrete (RC) and Steel buildings under the action of lateral loads, especially during earthquakes.