Seismic Analysis of RCC Building without and With Shear Walls

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 09 Issue: 06 | Jun 2022 www.irjet.net p-ISSN: 2395-0072
© 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 2792
Seismic Analysis of RCC Building without and With Shear Walls
Rishab Jain1, Prof. Siddhartha Deb2, Prof. Vedant Shrivastava3
1M-Tech Structural Engineering & Gyan Ganga Institute of Technology and Science, Jabalpur, M.P. India
2Assistant Professor, Civil Engg Deptt. & Gyan Ganga Institute of Technology and Science, Jabalpur, M.P. India
3Associate Professor, Civil Engg Deptt. & Gyan Ganga Institute of Technology and Science, Jabalpur, M.P. India
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Abstract - In this research work, we analysed the G+15
storey without shear walls RCC building and with using shear
walls RCC building. The adopted building plan configuration
as 36mX36m along to length and width respectively. 3.2 m
each floors height with 230mm thick brick wall while 200mm
thick shear wall and also for this analysis work, provided
various properties like size of column 450mmX350mm, beams
400mmX300mm, thickness of slab 180mm thick, M25grade of
concrete for slabs and M30 grade concrete for beams and
columns and Fe415 grade of steel and also used various
seismic parameters such as seismic zone III, zone factor 0.16
with medium soil condition, Importance factor 1.5, damping
ration 5 percent for factor 1, response reduction factor 5 for
Special RC moment resisting frame structure. The analysis is
done by Response Spectrum Method with the help of Etabs
Software as per Indian Standard Code and compared the
results in the term of Maximum shear wall moments and
maximum deflections, storey drift etc.
Key Words: Seismic Zone, Zone Factor, Soil,Shear Wall,RCC
Building, High Rise Buildings etc.
1. INTRODUCTION
Multistoried building is the most important for day to day
life. For earthquake resistant design of building wrong
construction practices and ignorance were done in our
country, most of the existing building affects to future
earthquake. To prevent structural collapse, safety life and
serviceability, effective structural system should be
providing with all seismic performance. To get sufficient
stiffness to the high rise buildings for resistance to lateral
loads due to wind or seismic events. The location of building
with reinforced concrete shear wall are designed because of
their high bearing capacity, high ductility and rigidity. The
dimensions of beam and columnarelargeandreinforcement
at beam column joint are quite heavy in highrisebuilding, so
lot of clogging at these joint and difficult to place and vibrate
concrete at these places which is not safe for the buildings.
Shear wall is used to overcome this problem in high rise
building. ETABS is the software which is easy to use for
analysis and design for developed specifically for building
systems in High rise buildings. ETAB software are quickand
easy for the simple, largest and most complex building.
Although quick and easy for simple structures. It is the best
tool for structural engineer in the construction industry.
Shear walls should have sufficient ductility to avoid brittle
failure under the action of strong lateral earthquake forces.
Tall buildings have intent mankind from the creation of
advancement, their construction initially for the protection
and consequently for clerical purpose. In any high rise
structure, shear walls are the structural system to provide
the stability to the structure from lateral force like due to its
self-loads and other moving or livingloadswhichisdesigned
by earthquake analysis or wind analysis. Since shear wall
structure more stable due to their supporting area like total
cross sectional area of the shear wall with the reference to
total plans area of the structure is comparatively more
unlike the RCC framed structures.
Building Configuration
Fig.1.1 Model-I: Without Shear Wall
Fig. 1.2 Elevation

Fig. 1.3 Model-I 3-D View Without shear wall
Fig. 1.4 Model-II with shear Wall
Fig. 1.5 Model-III with Shear Wall

Fig. 1.6 Model-IV With Shear Wall
Fig. 1.7 Model-V with Shear Wall
Objectives of work:
1) To determine dynamic analysis of the building structure
by proving different position of shear wall.
2) To investigate optimum location of shear wall of the
structure.
3) To reduce lateral force impactsbyconsideringshearwalls
in the structure.
2. LITRETURE REVIEW
1. Khaja BegumAnad, N Mightraj C, Prince Arulraj G.
{2010}- Theyanalyzed and designed thereinforcedconcrete
subjected to earthquake force in the space framed structure
with and without shear wallof fifteenstorywithdifferentsoil
conditions by using ResponseSpectrumMethodinlatestCivil
Engineering Structural software ETABS as per IS:1893(Part-
I):2002. He observed that the base shear is same for all soil
conditions, while changed the soil conditions as hard to
medium, soft, after three story base shear increased and
percentage decreased in base shear from 0 to 26.5% when
soil change medium to hard and 0 to 18.50 % soft to medium
soil and also found that the axial force, bending moment in
columns lateral displacement increased when soil changed
hard to medium and also medium to soft for all the framed
structures.
2. AnilGaharwal,SushilSharma {2016}-Heexaminedthat
G+4 storey RCC building in the earthquake region four and
applied different position of the shear walls like as at side,
corner and center of the building and analyzed with and
without shear wall structures. They analyzed RCC
multistorey residential building by using structuralsoftware
Staad Pro. They observed that minimum displacement and
moment is found when the the shear wallprovideatcentreof
the building and in without shear wall, maximum shearforce
is found at ground level as compared to with shear wall
building.
3. Kiran Tikde, Rahul Patil, Dr. G.R. Gandhe {2016}- They
examinedthatG+7storeyRCbuildingwithandwithoutshear
walls by using SAP2000 software. The model was analyzed
and designed in seismic zone two and they are provided
plane stiffness and strength to resist the lateral loads and
support gravity loads and also provided he flexural member
in the building to avoid the collapse the building under the
earthquake forces. The analysis was completed by using the
response spectrum method and time history methods. They
observed that thebaseshearwithoutandwithshearwallwas
calculated by time history method and this method of
analysis building without and with and without shear wall
empirical valley (EI Centro 1979) earthquake recorded is
used while storey drift for all storey was done by response
spectrum method and found that after proving the shear
walls, the behavior of RC frame structure t large extend and

shear wall increased the strength and stiffness of the
structures.
3. MATHEDOLOGY
This study is attempted in following steps in EtabsSoftware:
Step-I Selection of the configuration of the building with and
without shear wall.
Step-II Selection of the Material properties.
Step-III Selection of Frame Properties.
Step-IV Assign of all the Frame Section property.
Step-V Apply Fixed Supports at Base of the Structure.
Step-VI Define, Apply Various LoadsandLoadCombinations.
Step-VII Apply Check for all Model.
Step-VIII Apply Run Analysis for model analysis.
Step-IX Display the Results and compile all the results.
4.MATERIAL AND GEOMERICAL PROPERTIES
Following material and geometrical properties have been
considered in modeling: -
Density of RCC: 25 KN/m3, Density of Masonry:
20.KN/m3.The symmetrical structural plan of the structure
is 36m X 36m along to X and Y direction respectively for all
model with and without shear wall. The storey height of
each floor is 3.2 meter. The RC sections of beams 400mm X
300mm and columns 450mm X 350mm, for all models with
or without shear wall.
Parameter Using:
Type of Building: RC Framed Structure (with & without
Shear wall), Number of Floor: G+15 (symmetrical), Size of
Column = 450mm X 350mm, Beam = 400mm X 300mm,
Shear wall= 200 mm thick, Height of each floor = 3.2m,
Seismic Parameter: As per IS 1893-2002, Seismic Zone- III,
Type of soil- Medium, Damping = 5% (as per table-3 clause
6.4.2), Zone factor for zone III, Z=0.16 Importance Factor
I=1.5 (Important structure as per Table-6), Response
Reduction Factor R=5 RC moment resisting designed as per
(Table-7), Sa/g= Average acceleration coefficient (dependon
Natural fundamental period).
5. RESULTS AND ANALYSIS
5.1: STOREY SHEAR
5.1.1: STOREY SHEAR IN MODEL-I WITHOUT SHEAR
WALL
Table 5.1.1: Storey Shear (KN) in Model-I

Fig 5.1.1: Storey Shear in Model-I without Shear Wall
5.1.2: STOREY SHEAR IN MODEL-II WITH SHEAR WALL
Table 5.1.2: Storey Shear (KN) in Model-II
Fig 5.1.2: Storey Shear in Model-II with Shear Wall
5.1.3: STOREY SHEAR IN MODEL-III WITH SHEAR WALL
Table 5.1.3: Storey Shear (KN) in Model-III

Fig 5.1.3: Storey Shear in Model-III with Shear Wall
5.1.4: STOREY SHEAR IN MODEL-IV WITH SHEAR WALL
Table 5.1.4: Storey Shear (KN) in Model-IV
Fig 5.1.4: Storey Shear in Model-IV with Shear Wall
5.1.5: STOREY SHEAR IN MODEL-V WITH SHEAR WALL
Table 5.1.5: Storey Shear (KN) in Model-V

Fig 5.1.2: Storey Shear in Model-V with Shear Wall
6. CONCLUSION
It is found that the maximum storey shear in X-direction
while minimum in Y direction. Themaximumstoreyshearat
base and minimum at top of the building. It is also observed
that the storey shear decrease with lower storey to higher
storey. It means that storey shear decrease withincreasethe
height of the building or number of the floors of the
structure. It is found that the storey shear maximum at
storey first for the all models but maximum in with shear
wall structure and minimum inwithoutshearwallstructure.
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