scholarly journals Effect of Soil Flexibility on Seismic Force Evaluation of RC Framed Buildings with Shear Wall: A Comparative Study of IS 1893 and EUROCODE8

2014 ◽  
Vol 2014 ◽  
pp. 1-15 ◽  
Author(s):  
B. R. Jayalekshmi ◽  
H. K. Chinmayi
Keyword(s):  
Comparative Study ◽  
Shear Wall ◽  
Spectral Acceleration ◽  
Base Shear ◽  
Lateral Forces ◽  
Standard Code ◽  
Seismic Force ◽  
Four Corners ◽  
Soil Flexibility ◽  
European Code

Conventional analyses of structures are generally carried out by assuming the base of structures to be fixed. However, the soil below foundation alters the earthquake loading and varies the lateral forces acting on structure. Therefore, it is unrealistic to analyse the structure by considering it to be fixed at base. Multistorey reinforced concrete framed buildings of different heights with and without shear wall supported on raft foundation incorporating the effect of soil flexibility are considered in present study to investigate the differences in spectral acceleration coefficient (Sa/g), base shear, and storey shear obtained following the seismic provisions of Indian standard code and European code. Study shows that the value of base shear obtained for symmetric plan building is lowest in buildings with shear wall at all the four corners.

scholarly journals Determination of Optimum Position of Shear Wall in an Irregular Building for Zone III & IV

2019 ◽  
Vol 9 (1) ◽  
pp. 174-183
Keyword(s):  
Comparative Study ◽  
Lateral Displacement ◽  
Shear Walls ◽  
Shear Wall ◽  
Lateral Stiffness ◽  
Base Shear ◽  
Modeling And Analysis ◽  
Lateral Forces ◽  
Optimum Position ◽  
External Forces

Stiffness is the property of the structure that is responsible for absorbing the external forces. For the case a multistory building, when the height of the building increases, the lateral stiffness of the building decreases. With low lateral stiffness, the building becomes more vulnerable to lateral forces like wind and earthquake. In order to prevent the structure from damage from the lateral forces, lateral stiffness is induced in the structure by means of shear walls. With the introduction of shear wall, we observe a considerable decrement in lateral displacement and increase in base shear. The resistance of lateral forces in terms of magnitude by shear wall depends on its location in the building. In this paper, a G+15 storey building is considered. The building is irregular in nature (T shaped). A comparative study is done to obtain the optimum position of shear wall in the structure. For optimization, the total length of the shear wall in the structure is kept constant. The whole modeling and analysis is done by ETABS v. 2016. The comparative study is done on the basis of base shear, storey displacement & storey drift. The above values are calculated by the dynamic approach of analysis of building subjected to seismic loading.

scholarly journals Base shear variation for irregular G+6, G+9 and G+12 structures in seismic zones IV and V for three soil types

2021 ◽  
Vol 309 ◽  
pp. 01193
Author(s):  
Vanadeep Cotipalli
Keyword(s):  
Soil Types ◽  
Base Shear ◽  
Soft Soils ◽  
Variable Parameters ◽  
Seismic Zones ◽  
Lateral Forces ◽  
Seismic Force ◽  
G 12 ◽  
Structure Height

It is attempted to expand upon the understanding on the structure’s behaviour when the seismic force, which is one of the predominant lateral forces, is applied on the structure. The base shear is calculated and compared for various variable parameters. For the three soil types the base shear is contrasted while varying the building heights of an irregularly planned structure in the seismic zones: IV and V. The structures’ heights are taken as follows: G+6, G+9, G+12 and storey height as 3m. Concluded observations talks about the amount of the variation in the base shear when the structure height and soil types are altered. While the G+9 and G+12 structures behaved identically, the G+6 structures in the medium and the soft soils fetched same results.

scholarly journals Seismic Analysis and Comparative Study of Brick Wall, Shear Wall and Bare Frame on G+12 High Rise Building

2021 ◽  
Vol 9 (10) ◽  
pp. 1540-1547
Author(s):  
Ankur Verma
Keyword(s):  
Comparative Study ◽  
Seismic Analysis ◽  
Response Spectrum ◽  
Shear Wall ◽  
Time Span ◽  
Brick Wall ◽  
Base Shear ◽  
High Rise ◽  
Normal Period ◽  
G 12

Abstract: Today, larger part of designs around us are built up concrete cement (RCC) outlined constructions. To forestall harm because of quake there is a need to foster powerful procedure to expand the strength and flexibility of elevated structures. Shear wall are steadier and more pliable and thus can bear more even loads. In this paper, we have proposed a relative report between block facade, shear divider and uncovered casing by using ETABS programming. This review is essentially centered around seismic conduct of G+12 building. The outcomes are talked about as far as base shear, sidelong relocation, story float, story solidness and normal period for every one of the three models. We find that shear wall has least parallel uprooting and least time span when contrasted and block facade and uncovered edge. Likewise, we track down that the shear divider model is more adaptable because of lesser float when contrasted and different models. The upsides of removal and float for shear wall is likewise not as much as block facade since the tallness of the structure increments. Keywords: shear wall, bare frame, Response spectrum, Earthquake, ETABS

Measured natural periods of concrete shear wall buildings: insights for the design of Canadian buildings

2012 ◽  
Vol 39 (8) ◽  
pp. 867-877 ◽  
Author(s):  
Damien Gilles ◽  
Ghyslaine McClure
Keyword(s):  
Seismic Analysis ◽  
Dynamic Properties ◽  
Response Spectrum ◽  
Shear Wall ◽  
Mode Shapes ◽  
Design Stage ◽  
Base Shear ◽  
Period Equation ◽  
Input Load ◽  
Structural Engineers

Structural engineers routinely use rational dynamic analysis methods for the seismic analysis of buildings. In linear analysis based on modal superposition or response spectrum approaches, the overall response of a structure (for instance, base shear or inter-storey drift) is obtained by combining the responses in several vibration modes. These modal responses depend on the input load, but also on the dynamic characteristics of the building, such as its natural periods, mode shapes, and damping. At the design stage, engineers can only predict the natural periods using eigenvalue analysis of structural models or empirical equations provided in building codes. However, once a building is constructed, it is possible to measure more precisely its dynamic properties using a variety of in situ dynamic tests. In this paper, we use ambient motions recorded in 27 reinforced concrete shear wall (RCSW) buildings in Montréal to examine how various empirical models to predict the natural periods of RCSW buildings compare to the periods measured in actual buildings under ambient loading conditions. We show that a model in which the fundamental period of RCSW buildings varies linearly with building height would be a significant improvement over the period equation proposed in the 2010 National Building Code of Canada. Models to predict the natural periods of the first two torsion modes and second sway modes are also presented, along with their uncertainty.

scholarly journals Behavioural Study of Shear Wall with Correlational to Bracing under Seismic Loading

2018 ◽  
Vol 65 ◽  
pp. 08008
Author(s):  
Syed Muhammad Bilal Haider ◽  
Zafarullah Nizamani ◽  
Chun Chieh Yip
Keyword(s):  
Reinforced Concrete ◽  
Lateral Displacement ◽  
Limit State ◽  
Shear Wall ◽  
Design Tool ◽  
Base Shear ◽  
Building Model ◽  
High Rise ◽  
Finite Element Software ◽  
Seismic Vibrations

The reinforced concrete structures, not designed for seismic conditions, amid the past earthquakes have shown us the significance of assessment of the seismic limit state of the current structures. During seismic vibrations, every structure encountered seismic loads. Seismic vibrations in high rise building structure subjects horizontal and torsional deflections which consequently develop extensive reactions in the buildings. Subsequently, horizontal stiffness can produce firmness in the high rise structures and it resists all the horizontal and torsional movements of the building. Therefore, bracing and shear wall are the mainstream strategies for reinforcing the structures against their poor seismic behaviours. It is seen before that shear wall gives higher horizontal firmness to the structure when coupled with bracing however it will be another finding that in building model, which location is most suitable for shear wall and bracing to get better horizontal stability. In this study, a 15 story residential reinforced concrete building is assessed and analyzed using building code ACI 318-14 for bracing and shear wall placed at several different locations of the building model. The technique used for analysis is Equivalent Static Method by utilizing a design tool, finite element software named ETABS. The significant parameters examined are lateral displacement, base shear, story drift, and overturning moment.

scholarly journals Analysis of the Effect of the Solid-Brick Infilled Frames on the Behavior of A Hybrid System of Moment Resistance Frame, Shear Wall, and Infilled Frame Along High Concrete Structures

2015 ◽  
Vol 10 (Special-Issue1) ◽  
pp. 789-795
Author(s):  
Mehdi Shekarbeigi ◽  
Hooshang Shekarbeigi
Keyword(s):  
Hybrid System ◽  
Software Package ◽  
Concrete Structures ◽  
Shear Wall ◽  
Structural System ◽  
System Behavior ◽  
Base Shear ◽  
Infilled Frames ◽  
Infilled Frame ◽  
The Moment

This paper is to investigate the benefits of a new structural system (hereafter it is referred as “Ultra Hybrid System”) in high concrete buildings relying on the compound performance of the moment resistance frame, shear wall and infilled frame. In this case, the Ultra Hybrid System takes the advantage of the moment resistance frame and shear wall up to the height, where the wall performance reaches zero, while it is applied the infilled frame along with it. It is studied the system behavior based on using concrete-brick infilled frames in the upper floors to find out the interaction between the shear wall and infilled frame. Then, it is compared displacement, relative floor displacement, base shear, axial column loads in a hybrid system of the moment resistance frame and shear wall and the Ultra Hybrid System of the moment resistance frame, shear wall, and infilled frame. In this study, ETABS 2000 software package )Barkhordari et al., 2001) is used to model the system in compression diagonal mode. Finally, the results are presented in diagrams and tables.

Nonlinear Dynamic Analysis of Prefabricated Concrete Shear Wall Structure under Seismic Excitation

2017 ◽  
Vol 873 ◽  
pp. 259-263
Author(s):  
Hao Zhang ◽  
Zi Hang Zhang ◽  
Yong Qiang Li
Keyword(s):  
Finite Element ◽  
Kinematic Hardening ◽  
Nonlinear Dynamic Analysis ◽  
Shear Wall ◽  
Seismic Excitation ◽  
Wall Structure ◽  
Base Shear ◽  
Wall Structures ◽  
Story Drift

The dynamic behavior of the prefabricated and cast in situ concrete shear wall structures subjected to seismic loading is investigated by finite element method. This paper adopted a prefabricated concrete shear wall in a practical engineering. The Precise finite element models of prefabricated and cast in situ concrete shear wall were established respectively by ABAQUS. The damaged plasticity model of concrete and kinematic hardening model of reinforcing steel were used. The top displacement, top acceleration, story drift ratio and base shear forceof prefabricated and cast in situ concrete shear wall under different seismic excitation were compared and analyzed. The earthquake resistant behaviorsof the two kinds of structuresare analyzed and compared. Results show that the performances of PC structure were equal to the cast-in-situ ones.

A Comparative Study of Pressure Area Method of Nozzle Compensation in ASME Section VIII Division 2 and PD 5500 for Restrictions in Nozzle Dimensions

2018 ◽  
Author(s):  
Shyam Gopalakrishnan ◽  
Ameya Mathkar
Keyword(s):  
Comparative Study ◽  
Shell Height ◽  
Applied Pressure ◽  
Design Procedure ◽  
Area Method ◽  
Code Of Practice ◽  
Pressure Area ◽  
European Code ◽  
Section Viii ◽  
Division 2

Clause 4.5 of ASME Section VIII Division 2[1] provides rules for compensation of openings in cylindrical shells having fitted nozzles. The rules provided in Clause 4.5.5 of ASME Section VIII Division 2[1] are based on pressure-area method which is based on ensuring that the reactive force provided by the vessel material is greater than or equal to the load from the pressure. Clause 3.5.4 of PD 5500[5] provides rules for compensation of opening and nozzle connections. Clause 3.5.4.3 provides requirements for the design of isolated openings and nozzle connections in the form of design procedure. Clause 3.5.4.4 provides requirements for groups of openings and the procedure allows the checking of chosen geometry. Clause 3.5.4.9 of PD 5500[5] provides rules for compensation of openings by pressure-area method to those geometries which confirms to the geometric limitations specified therein. This method has extensive satisfactory use in European Code of practice and has been adopted in BS EN 13445-3 also. The key element in applying the pressure area method is to determine the dimensions of the reinforcing zone, i.e., the length of the shell, height of the nozzle and reinforcing pad dimensions (if reinforcing pad is provided), that resist the applied pressure. In comparison to certain restrictions in PD 5500[5] there appears to be no restriction on the physical dimensions of the nozzle or shell in ASME Section VIII Division 2[1], as long as the required area AT is obtained and the stresses are within allowable limits. It is therefore possible that all of the required area AT is obtained either from the nozzle or from the shell. While both these alternatives would be acceptable in ASME Section VIII Division 2[1] design, the actual stresses at the shell/nozzle junction may vary considerably. The work reported in this paper — a comparative study of pressure area method of nozzle compensation in ASME Section VIII Division 2[1] and PD 5500[5] for restrictions in nozzle dimensions was undertaken to compare the results obtained from both the Codes and is an extension of work carried out and published as PVP2015-45564.

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