© 2019 JETIR April 2019, Volume 6, Issue 4 www.jetir.

org (ISSN-2349-5162)

STATIC AND DYNAMIC ANALYSIS OF SHEAR

WALL SUBJECTED TO LATERAL LOADS
IMAM MANSUR, PATVA VIVEK
P. G. Student, Department of Civil Engineering,SPCE,Visnagar-384215,Gujarat, India
Assistant Professor, Department of Civil Engineering,SPCE,Visnagar-384215,Gujarat, India

Abstract : Due to increase in population spacing in India is needed, especially in urban areas. Also due to increase in the
transportation and safety measure the FSI (Floor Spacing Index) in Indian cities is increasing considerably. Structural engineers in
the seismic regions across the world often face the pressure to design high rise buildings with stiffness irregularities, even though
they know these buildings are vulnerable under seismic loading. Today’s tall buildings are becoming more and more slender, leading
to the possibility of more sway in comparison with earlier high rise buildings. improving the structural systems of tall buildings can
control their dynamic response. With more appropriate structural forms such as shear walls and tube structures and improved
material properties. The general design concept of the contemporary bearing wall building system depends upon the combined
structural action of the floor and roof systems with the walls. The floor system carries vertical loads and, acting as a diaphragm,
lateral loads to the walls for transfer to the foundation. Lateral forces of wind and earthquake are usually resisted by shear walls
which are parallel to the direction of lateral load. These shear walls, by their shearing resistance and resistance to overturning,
transfer the lateral loads to the foundation. In the present study a 21 story high rise building, with podium up to 3rd floor level is
considered.
IndexTerms - Story Drifts, shear wall, Story Stiffness, base shear , ETAB 2016

I. INTRODUCTION
In order to analyze the stress behavior of the shear wall structure, the finite element method is employed throughout the research.
Two dimensional analysis is carried out and plane stress element is used to represent both the shear wall. Linear-elastic concept is
employed instead of the more ideal non-linear analysis for the purposes of achieving an adequate level of performance under
ordinary serviceability condition. Linear elastic analysis simply means that the design is based on the uncracked concrete structure
and that the material is assumed to be linearly elastic, homogeneous and isotropic. It is adequate in obtaining the stress distribution
for preliminary study or design purpose. A finite element model comprises shear wall from a case study will be created using
ETABS software. Throughout this project, the ETABS Finite Element system is employed to carry out analysis on the vertical stress
in wall, horizontal stress in wall, shear stress in wall, shear force in beam and bending moment in beam under both the vertical
gravity load and lateral wind load. All these stress behavior of the shear wall-transfer beam interaction zone obtained from the
analysis are then compared with those yielded through. Structures, 1997). From the comparison, conclusion will be drawn for the
various stress behavior of the shear wall-transfer beam structure. The finite element analysis in this project is carried out in two
separate cases. The first case is as though carried out where the model is solely subjected to vertical loads. The dead load is factored
with 1.4 while the live load is factored with 1.6. In the second case, the similar shear wall-transfer beam structure is subjected to
both vertical loads and lateral wind load, all of which being factored with 1.2. This creates a platform for observing the changes in
stress behavior due to the wind load, which is not covered in the previous research. The strength, stiffness and ductility are the
essential requirements of shear wall and need to be assessed for its structural performance (Derecho et al. 1979; Farvashany et al.
2008; IS 13920 1993; IS 4326 1993). Strength limits the damage and stiffness reduces the deformation in the shear wall. Ductility,
defined as ability to sustain inelastic deformations without much strength and stiffness degradation, has been considered very
essential requirement, especially under severe dynamic loading conditions.Shear walls in earthquake resistant structures are as
follows: impart adequate stiffness to the building so that during moderate seismic disturbances, complete protection against damage,
particularly to non-structural components, is guaranteed. provide adequate strength to building in order to ensure that an elastic
seismic response does not result in more than superficial structural damage. provide adequate structural ductility to building in
order to dissipate energy for the situation when the largest disturbance to be expected in the region does occur. Even the extensive
damage, perhaps beyond the possibility of repair, is accepted under extreme conditions, but prevention of sudden collapse must be
ensured under any dire circumstances.

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Sometimes, shear walls are pierced with openings to fulfill the functional as well as architectural requirements of buildings. The
structural response of shear wall may be influenced by the presence of openings, depending upon their sizes and their positions.
The present study aims to accomplish this task by investigating the response of shear walls in the presence of openings.

II. LITERATURE REVIEW

* TOPIC: Seismic Damage in Shear Wall-Slab Junction in RC Buildings

Snehal Kaushika* , Kaustubh Dasguptab

Most of the high-rise apartment buildings consist of spatial assemblies of shear walls and floor slabs. Due to strong
earthquake shaking, the dynamic force may lead to high stress concentration at the shear wall-slab junction and
subsequent localized failure. In the past, both experimental and analytical research have been carried out to simulate
the nonlinear behaviour of concrete shear wall and steel/composite members [4, 11]. In the previous study the
distribution of shear stresses at the slab wall junction was determined and concluded that the junction between the
floor slab and structural wall is subjected to severe stress concentration [1]. It was also proposed that the design of
slab-wall connection must be done considering the stress concentration to avoid redistribution of forces from walls to
other elements not necessarily designed for lateral load resistance [10]. The floor slab – shear wall connection has also
been investigated experimentally by considering different reinforcement detailing under combined gravity and lateral
cyclic loading. It was observed that the wall – slab joint with slab shear reinforcement and bent 90° at the joint can be
effective in moderate to high seismic risk region [2]. Considering the limited research carried out on seismic behaviour of wall-slab
junctions, the purpose of this study is to investigate the damage caused at the shear wall slab junction due to earthquake shaking.
Time history analysis of the RC shear wall- slab junction is carried out to observe the behaviour of wall-slab junction under the
action of earthquake loading. To investigate the seismic behavior of the structure under earthquake action, a refined finite element
model is developed using the computer program ABAQUS [5]. Nonlinear time history analyses are conducted
using implicit integration method to study the tensile damage at the shear wall-slab junction.

* TOPIC: Seismic Vulnerability Assessment of Concrete Shear Wall Buildings through Fragility Analysis
Yasamin Rafie Nazari, Murat Saatcioglu
A three-dimensional building model was created for each building using strength and stiffness quantities obtained from the structural
design. Flexural yield moments for beams and columns were obtained by conducting sectional analyses using ETABS2016. The
envelope curves for moment-rotation relationships were then generated by following the recommendations given in IS13920 for
members without ductile detailing for all buildings as the frames were designed to be gravity-load carrying components. These
members had linear behavior up to the yield point, with effective elastic rigidities (0.35 EI for beams and 0.7 EI for columns),
followed by post-yield behavior until the onset of strength decay. The shear walls were the seismic force resisting elements, and
were modelled with due considerations given to their post-yield behavior as governed by the detailing required in the applicable
CSA Standard. The details of the shear wall models are presented in the next sub-section. The walls were considered to be fully
fixed at the foundation level.

Shear wall element modelling

The response of buildings is primarily dominated by the behavior of the shear walls, which necessitates generating accurate and
detailed analytical models. In PERFORM-3D, a fiber-discretized model is employed to simulate the wall behavior. The modeling
of hysteretic behavior using the fiber model is considered to be more accurate than the assumption of a single element with
concentrated hinges, as it will be able to simulate the progression of plastification within the plastic hinge region. The overall
behavior of a wall section in fiber model is obtained from the integration of contributions coming from concrete and steel to sectional
resistance. For ductile walls, confined concrete was used in modelling the wall boundary elements and unconfined
concrete was used for the web. Confined concrete model developed by Saatcioglu and Razvi and unconfined concrete model
developed by Hognestad were employed in sectional analysis. The confined concrete properties were computed based on the
spacing and arrangement of boundary element transverse reinforcement. For non-ductile shear walls, concrete was modelled as
unconfined in the entire wall section. Figure 2 demonstrates the concrete models implemented into the software. The stress-strain
relationship of reinforcing steel in tension consists of three linear segments for elastic, yield plateau, and strain-hardening segments.
The behavior in compression can be different depending on the tie spacing and the buckling characteristics of compression bars.
The stress-strain relationship specified by Yalcin and Saatcioglu [20] was adopted to simulate the behaviour of reinforcement in
compression. Accordingly, the reinforcement aspect ratio is defined as the ratio of tie spacing to bar diameter. Reinforcing steel
aspect ratios higher than 8 result in bar buckling. In this case, the steel resistance drops linearly immediately after yielding with
increasing compressive strains. For values of reinforcing steel aspect ratios between 4.5 and 8 the stress-strain relationship shows
strainhardening lower than that corresponds to the tension curve. The decrease in aspect ratio results in the strain-hardening curve
that approaches the relationship in tension. When compression steel aspect ratio is lower than 4.5, the behaviour of steel in tension
and compression are symmetric. These behaviours are also captured by the linear approximation
of segments used in PERFORM 3D software.

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* TOPIC: The Influence of Single Shear Walls on the Behaviour of Coupled Shear Walls in High-rise Structures
J.C.D. HOENDERKAMPa
This paper presents a simple method of analysis to determine the influence of single shear walls (SSW) on the degree of coupling
DoC and on the peak shear demand PSD for beams of coupled shear walls (CSW) in mixed shear wall structures (MSW). Non-
coupled lateral load resisting structures such as singular planar walls will reduce primary bending moments in the coupled shear
walls of MSW structures thereby increasing the degree of coupling. They will also change the location and magnitude of the
maximum shear in and rotation of the coupling beams. These changes in the coupled wall bents may increase the demand on their
performance beyond capacity. It is therefore important to have an indication of the change in the coupling beam design parameters
at an early stage of the design. The proposed graphical method is based on the continuous medium theory and allows a rapid
assessment of the structural behavior of coupled shear wall bents in mixed shear wall structures that are subject to triangularly
distributed horizontal loading.
The proposed analysis is based on the continuous medium theory as applied to coupled wall structures and therefore only applicable
to high-rise structures. This theory allows a MSW structure to be represented by two characteristic non-dimensional parameters, k2
and k􀁄H, which define its overall structural behavior. The parameter k􀁄H allows rapid graphical assessments of five important
design parameters for the coupling beams: peak shear demand, peak rotation demand, maximum shear force, maximum rotation
and their location up the height of the structure. In general, an increase in k􀁄H: increases the peak shear force in the coupling beam,
decreases the beam rotation and moves the location of peak shear and rotation downward to the base of the structure. The range of
the peak shear demand and peak rotation demand factors is between 1.24 and 1.52. The method of analysis is restricted to structures
in which the structural floor plan arrangement is symmetric. The theory is based on the assumption of,
and therefore is accurate only for, structures that are uniform through their height. It may be used, however, to obtain approximate
values for the design parameters for comparison between practical structures whose properties vary with height.

* TOPIC: Effect of Shear Wall on Seismic Performance of RC Open Ground Storey Frame Building
Ashwani Singh, P.W.Chanvhan

The Open Ground Storey buildings are very commonly found in India due to provision for very much needed parking space in
urban areas. However, seismic performance of this type of buildings is found to be consistently poor as demonstrated by the past
earthquakes. Some of the literatures indicate that use of shear walls may enhance the performance of this kind of buildings without
obstructing the free movement of vehicles in the parking lot. The present study is an attempt in this direction to study the
performance of Open Ground Storey buildings strengthened with shear walls in a bay or two. In addition to that, the study considers
a different scenarios of Open Ground storey buildings strengthened by applying various schemes of multiplication factors in line
with the approach proposed by IS 1893 (2002) for the comparison purpose. Study shows that the shear walls signi_cantly increases
the base shear capacity of OGS buildings however the comparative cost is slightly on the higher side.
OGS frames strengthened with shear wall The maximum capacities of base shear and roof displacement of the OGS frame
strengthened with shear wall is increased by about 93% and 40% The maximum capacities of base shear and roof displacement of
the OGS frame strengthened with shear wall is increased by about 5% and 37% respectively compared to a RC frame in_lled in all
storeys. OGS frames re-designed with shear wall The maximum capacities of base shear and roof displacement of the OGS
frame re-designed with shear wall is increased by about 91% and 42% respectively. The maximum base shear capacity of the OGS
frame re-designed with shear wall is decreased by about 16% and the displacement capacity is increased by about 39% compared
to a RC frame in_lled in all storeys. The maximum base shear capacity of the OGS frame re-designed with shear
wall is decreased by about 20% and the displacement capacity is increased by about 4% compared to an OGS frames re-designed
with shear wall. The maximum base shear to cost analysis ratio for OGS frames strengthened with shear wall is more by about 9
times that of OGS frame.The maximum base shear to cost analysis ratio for OGS frames re-designed with shear wall is more by

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about 8 times that of OGS frame.The strengthening schemes in line with IS code procedure of applying multiplication factor could
achieve only a maximum base shear to cost ratio of 3 times that of OGS frames.
* TOPIC: Natural convection flows along a 16-storey high-rise building
Yifan Fan , Yuguo Li , Jian Hang , Kai Wang , Xinyan Yang
The flow caused by natural convection adjacent to a heated vertical wall (wall flow) is an important mechanism in the creation of
wind flows in a city when the background wind is weak. The wall flows along a 16-storey building were measured in Guangzhou,
China. Fourteen three-dimensional ultrasonic anemometers were installed on three floors to study the boundary layer structure.
Continuous measurements were taken during three test periods. The Rayleigh numbers were approximately 10 13, 1013 and 1014 at
the height of the 5th, 10th and 14th floors, respectively. The diurnal changes in the velocity of the wall flows, the wall surface
temperature and the ambient air temperature were analysed. Our new experimental data support the theory that the natural
convection boundary layer has a three layer structure, i.e. an inner viscous layer, a transition layer and an outer turbulent layer, as
first proposed theoretically by Wells and Worster. The outer turbulent layer is governed by the law of plumes with a Gaussian
profile. The vertical velocity changes with g04=9x1=3 along the vertical wall, where g0 is the
buoyancy force and x is the coordinate along the vertical wall. It was noted that only the building's roof was significantly cooler
than the ambient air at night, due to the sky radiation effect, so no downward flow adjacent to the wall caused by the cooling plate
effect was found in our field measurements.
The wall flows (natural convection flows) along a 16-storey high-rise building were measured. The knowledge of real building scale
turbulent flow was broadened. The results can be used to model urban canopy layer ventilation. Based on the existing theory, the
laboratory experimental data and the results of these in situ measurements, the following conclusions can be drawn.
The turbulent boundary layer of natural convection along a high rise building wall can be divided into an layer and an outer turbulent
layer. The flow in the outer turbulent layer is governed by the rule of plumes with a Gaussian profile across the outer turbulent layer.
Theverticalvelocityalongthewallincreaseswithg04=9x1=3 .The widths of the boundary can be approximated as the plume widths at
a certain height. The widths of the boundary layers have an order of 6 m, 7 m and 8 m at 5F, 10F and 14F, respectively, when the
Rayleigh numbers are on the order of 10 13,1013 and 1014 at the corresponding heights. The flow in this experiment is in Region II,
where the buoyancy instability criterion holds true when the Rayleigh number is on the order of 10 14. Only the roof of the building
might be significant cooler than the ambient air due to the sky radiation effect. There is no downward flow adjacent to the vertical
wall caused by the ‘cooling plate effect’ analogous to down slope flow.

TOPIC: Wind loading on high-rise buildings and the comfort effects on the occupants
Authors: Ramtin Avini, Prashant Kumar, Susan J. Hughes
Research highlights
 Wind loads for tall buildings studied by codes and Computational Wind Tunnel (CWT)
 Design Standards gave rise to larger surface pressures than CWT estimates
 Complex terrain led to more fragmented vortices in New York City
 Shielding effect was crucial for depleting the mean component of the load

The design of low to medium-rise buildings is based on quasi-static analysis of wind loading. Such procedures do not fully address
issues such as interference from other structures, wind directionality, across-wind response and dynamic effects including
acceleration, structural stiffness and damping which influence comfort criteria of the occupants. This paper studies
wind loads on a prototype, rectangular cross-section building, 80m high. Computational Wind Tunnel (CWT) tests were performed
using Autodesk Flow Design with the buildings located in London and New York City. The analysis included tests with and without
the surrounding structures and manual computation of wind loads provided data for comparison. Comfort criteria (human response
to building motion) were assessed from wind-induced horizontal peak accelerations on the top floor. As expected, analytical

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methods proved conservative, with wind pressures significantly larger than those from the CWT tests. Surrounding structures
reduced the mean component of the wind action. As for comfort criteria, across-wind direction governed the horizontal accelerations
with wind targeted on the building’s narrow face. CWT tests provide a cheaper alternative to experimental wind tunnel tests and
can be used as preliminary design tools to aid civil engineers, architects and designers with high-rise developments in urban
environments.

* TOPIC: Analysis Method of Reinforced Concrete Shear Wall Using EBCS

Authors: Dr. Suresh Borra1, P.M.B.RajKiran Nanduri2, Sk. Naga Raju3 Girma Bitsuamlak

Concrete shear walls or structural walls are often used in multistory buildings to resist lateral loads such as wind, seismic and blast
loads. Such walls are used when the frame system alone is insufficient or uneconomical to withstand all the lateral loads or when
partition walls can be made load bearing, replacing columns and beams. The analysis and design of buildings with shear walls
became simple using commercially available computer programs based on the finite element method (FEM) and subsequent
implementation of stress integration techniques to arrive at generalized forces (axial, shear, and moments). On the other hand,
design engineers without such facilities or those with computer facilities lacking such features use simple method of analysis and
design by taking the entire dimensions of the walls. This is done by considering the shear walls as wide columns of high moment
of inertia and following the same procedure as for columns. The primary purpose of this paper is believed that structural engineers
working in the analysis and design of high- rise buildings will be benefited from the design shear wall by using EBCS: 2-1995 and
EBCS:8-1995codes and its results. are studied. ETABS 15 is being used for the modeling of RC bare frames and to analyze the
structure. This project focuses on the study of effect of wind response on different irregular shapes with gust response factor and
without gust response factor method and also the variation of wind response factor for the irregular shaped RC structures in various
wind zones and for different terrain category. In this present analysis, the variation of wind forces on particular RC bare frames at
different wind zones, at different heights and also at different terrain category are shown. The effect of variation in terrain category
is the major factor in this work because as the height increases the wind speed increases so the displacement increase as the storey
height increases but as the terrain category varies from 1-4 the obstruction for the wind flow increases so the effect of wind force
decreases on the particular High Rise Structure, when the wind load is applied in both X & Y-direction. The analysis has been done
by considering Static and Dynamic cases.

III. CONCLUSION
 The main objective of this study has been to investigate the effectiveness and applicability of size of openings and their
locations on the static and dynamic response of the shear wall with different damping characteristics. To achieve this
objective, an analytical finite element model to predict the static and dynamic behavior of Reinforced Concrete (RC) shear
wall was developed.
 Since the behavior of RC shear walls is highly complex under the influence of severe lateral loads arising due to wind and
earthquake, the response of shear wall no longer remains elastic and therefore, finite element method was needed to predict
the behavior of shear wall in both linear and non-linear regimes under static and dynamic loading conditions.
 Though the non-linear static analysis (pushover analysis) of shear wall is performed to obtain the lateral force-displacement
characteristics, it does not represent true dynamic characteristics of shear wall subjected to seismic loading, nor does it
capture the effect of higher modes on its structural response.
 The finite element program developed in FORTRAN was capable of capturing the non- linearity due to material
characteristics (material non-linearity) that incorporates macro material model for concrete and steel. The non-linearity
considered in the present study includes concrete cracking, yielding of steel & concrete and tension stiffening caused by
bond slip between steel and concrete, aggregate interlock and the dowel action of reinforcement steel. Also, for the dynamic
analysis,
 Finite element model based on implicit solution algorithm was employed to study the nonlinear dynamic response of RC
shear walls. It is well documented in literature that the nine-noded Lagrangian degenerated shell element with assumed
strain approach does not suffer from spurious energy modes and locking and performs well in thin as well as thick situations
with reasonable accuracy for static and dynamic analyses. The sensitivity analysis carried
 In order to validate the program for both static and dynamic response of shear walls, three shear wall problems were
selected. For the validation of program under static loading, the squat shear wall with top and bottom beams was

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considered. The displacement at the middle of the top slab was evaluated under monotonically increased lateral loading
applied at the middle of the top beam. The load-displacement response as well as crack & yield patterns of shear wall have
been found to be in close agreement with the experimental results published in literature.
 the dynamic response of shear walls, the flanged shear walls and rectangular shear walls were considered under simulated
earthquake ground motion applied at the base of shear wall. The flanged shear wall is squat in nature whereas the
rectangular shear wall is of slender type. The time history responses have been plotted at the top level of shear wall. It was
found that the maximum displacement response as well as the profile of time history response was found to be satisfactory.
 The focus of the present study is to investigate the influence of openings on the structural response of slender (10-storeyed)
and squat (5-storeyed) RC shear walls under non-linear static and dynamic loading conditions. In order to determine the
load carrying capacity and ductility, the non-linear static analysis of shear wall was carried out considering material non-
linearity.

References
1) Lefas, I.D., Kotsovos, M.D., and Ambraseys, N.N. (1990). “Behavior of reinforced concrete structural walls: Strength,
deformation characteristics, and failure mechanism.” ACI Structural Journal, 87(1), 23-31.
2) IS 1893 (2016). Criteria for earthquake resistant design of structures, BIS, New Delhi
3) IS 13920 (1993). Code of practice for ductile detailing of reinforced concrete structures.
4) IS 1786 Foundation Movement
5) Dr H.J SHAH Design of Rcc Structure
6) S Ramamurthy Structure Design
7) Apurba Mondal, Siddhartha Ghosh, and GR Reddy. Performance-based evaluation of the response reduction factor for
ductile rc frames. Engineering structures, 56:1808{1819, 2013.
8) CVR Murty. IITK-BMTPC Earthquake Tips: Learning Earthquake Design and Construction. National Information Centre of
Earthquake Engineering, Indian Institute of Technology Kanpur, 2005.
9) Bungale S Taranath. Reinforced concrete design of tall buildings. CRC Press, 2009.
10) CVR Murty, Rupen Goswami, AR Vijayanarayanan, and Vipul V Mehta. Some concepts in earthquake behaviour of
buildings. Gujarat State Disaster Management Authority, Government of Gujarat, 2012.
11) CVR Murty and Sudhir K Jain. Bene cial in uence of masonry in ll walls on seismic performance of rc frame buildings. In
12th World Conference on Earthquake Engineering (Auckland, New Zealand, January 30), 2000.
12) Robin Davis, Praseetha Krishnan, Devdas Menon, and A Meher Prasad. E ect of in ll sti ness on seismic performance of
multi-storey rc framed buildings in india. In 13 th World Conference on Earthquake Engineering. Vancouver, BC, Canada,
2004.
13) Hemant B Kaushik, Durgesh C Rai, and Sudhir K Jain. Stress-strain characteristics of clay brick masonry under uniaxial
compression. Journal of materials in Civil Engineering, 19(9):728{739, 2007.
14) Santiago Pujol, Amadeo Benavent-Climent, Mario E Rodriguez, and J Paul Smith-Pardo. Masonry in ll walls: an e ective
alternative for seismic strengthening of low-rise reinforced concrete building structures. In 14th World Conference on
Earthquake Engineering (Beijing, China, Unknown Month October 12), 2008.
15) GV Mulgund and AB Kulkarni. Seismic assessment of rc frame buildings with brick masonry in lls. International Journal of
advanced engineering sciences and technologies, 2(2):140{147, 2011.
16) J Prakashvel, C UmaRani, K Muthumani, and N Gopalakrishnan. Earthquake response of reinforced concrete frame with
open ground storey. Bonfring International Journal of Industrial Engineering and Management Science, 2(4):91{101, 2012.
17) N Sivakumar, S Karthik, S Thangaraj, S Saravanan, and CK Shidhardhan. Seismic vulnerability of open ground oor columns
in multi storey buildings. International Journal of Scienti c Engineering and Research (IJSER), 2013.
18) MS Lopes. Experimental shear-dominated response of rc walls: Part i: Objectives, methodology and results. Engineering
Structures, 23(3):229{239, 2001.
19) Rahul Rana, Limin Jin, and Atila Zekioglu. Pushover analysis of a 19 story concrete shear wall building. In 13th World
Conference on Earthquake Engineering Vancouver, BC, Canada August 1-6, 2004 Paper No, volume 133, 2004.
20) Han-Seon Lee and Dong-Woo Ko. Seismic response characteristics of high-rise rc wall buildings having di erent
irregularities in lower stories. Engineering structures, 29(11):3149{3167, 2007.
21) O Esmaili, S Epackachi, M Samadzad, and SR Mirghaderi. Study of structural rc shear wall system in a 56-story rc tall
building. In The 14th world conference earthquake engineering, 2008.
22) YM Fahjan, J Kubin, and MT Tan. Nonlinear analysis methods for reinforced concrete buildings with shear walls. 14th
econference in Earthquake Engineering, 2010.
23) H Gonzales and Francisco Lopez-Almansa. Seismic performance of buildings with thin rc bearing walls. Engineering
Structures, 34:244{258, 2012.

JETIR1904E75 Journal of Emerging Technologies and Innovative Research (JETIR) www.jetir.org 489
© 2019 JETIR April 2019, Volume 6, Issue 4 www.jetir.org (ISSN-2349-5162)

24) Luca Martinelli, Paolo Martinelli, and Maria Gabriella Mulas. Performance of ber beam{column elements in the seismic
analysis of a lightly reinforced shear wall. Engineering Structures, 49:345{359, 2013.
25) C Todut, D Dan, and V Stoian. Theoretical and experimental study on precast reinforced concrete wall panels subjected to
shear force. Engineering Structures, 80:323{338, 2014.
26) Xinzheng Lu, Linlin Xie, Hong Guan, Yuli Huang, and Xiao Lu. A shear wall element for nonlinear seismic analysis of
super-tall buildings using opensees. Finite Elements in Analysis and Design, 98:14{25, 2015.
27) John B Mander, Michael JN Priestley, and R Park. Theoretical stress-strain model for con ned concrete. Journal of structural
engineering, 114(8):1804{1826, 1988.
28) J Enrique Mart nez-Rueda and AS Elnashai. Con ned concrete model under cyclic load. Materials and Structures,
30(3):139{147, 1997.
29) M Menegotto. Pinto,(1973), pe, method of analysis for cyclically loaded reinforced concrete plane frames including changes
in geometry and non-elastic behavior of elements under combined normal force and bending. In IABSE Symposium on the
Resistance and Ultimate Deformability of Structures Acted on by Well-De ned Repeated Loads, Lisbon, 1973.
30) Filip C Filippou, Egor Paul Popov, and Vitelmo Victorio Bertero. E ects of bond deterioration on hysteretic behavior of
reinforced concrete joints. 1983.
31) Francisco Javier Crisafulli. Seismic behaviour of reinforced concrete structures with masonry in lls. 1997.
32) Michalis Fragiadakis and Manolis Papadrakakis. Modeling, analysis and reliabilityof seismically excited structures:
computational issues. International Journal of Computational Methods, 5(04):483{511, 2008.
33) Antonio A Correia and Francisco BE Virtuoso. Nonlinear analysis of space frames. In III European Conference on
Computational Mechanics, pages 107{107. Springer, 2006.
34) E Spacone, V Ciampi, and FC Filippou. Mixed formulation of nonlinear beam nite element. Computers & Structures,
58(1):71{83, 1996.
35) Ansgar Neuenhofer and Filip C Filippou. Evaluation of nonlinear frame nite-element models. Journal of Structural
Engineering, 123(7):958{966, 1997.
36) ETABS Version. 13.1.4, 2013. Computers and Structures, Inc., Berkeley, California.
37) Indian Standard. Criteria for earthquake resistant design of structures. Indian Standards Institution, New Delhi, IS 1893 (Part
1), 2002.
38) IS Code. Code 456-2000 code of practice for plain and reinforced concrete bureau of indian standards. New Delhi.
39) IS BIS. 13920 ductile detailing of reinforced concrete structures subjected to seismic forces{code of practice. New Delhi
(India): Bureau of Indian Standards, 1993.
40) SeismoSoft. Seismostruct v7.0.0 - a computer program for static and dynamic nonlinear analysis of framed structures. 2014

JETIR1904E75 Journal of Emerging Technologies and Innovative Research (JETIR) www.jetir.org 490