International Journal of Science, Engineering and Technology Research (IJSETR)
Volume 1, Issue 1, July 2012
Comparative Study of Static and Dynamic
Analysis of Irregular Reinforced Concrete
Building due to Earthquake
Ni Ni Win, Kyaw Lin Htat

Abstract— This paper presents comparative study of static
and dynamic analysis of irregular reinforced concrete building
due to earthquake. In present study, computer aided analysis of
twelve-storied reinforced concrete building is carried out for
static and dynamic analysis by using ETABS (Extended Three
dimensional Analysis of Building System) software. Load
consideration is based on Uniformed Building Code
(UBC-1997). The structure is designed in accordance with
American Concrete Institute (ACI-318-99) design code. Firstly,
the proposed building is analyzed with static analysis. Secondly,
dynamic analysis with response spectrum method is used. In this
paper, the results of static and dynamic (response spectrum)
analysis such as displacement, storey shear, storey moment and
storey drift are compared.
Index Terms— Static analysis, Response spectrum method,
Irregular reinforced concrete building, Earthquake.
I. INTRODUCTION
Nowadays many developed countries have been widely
used the irregular buildings in various forms. With the rapid
growth of urban population, reinforced concrete building has
been used in both the developing and industrialized countries.
The extensive use of reinforced concrete construction,
especially, in developing countries, is attributed to its
relatively low initial cost compared to other materials such as
steel. Myanmar is a developing country; so many residential
and other public buildings are needed for social, ecological,
economical and public demands. Myanmar is situated in
seismic belt which is in the junction of two major belt called
Alps-Himalaya and Circum Pacific belt. Thus many areas are
often subjected to frequent earthquake. The proposed
building of this study is located in seismic zone IV. So it is
needed to consider the effect of earthquake in designing the
buildings. Earthquake consists of random horizontal and
vertical movement of the earth’s surface. In this study
horizontal component of ground motion is only considered for
the dynamic analysis because the structures are usually much
stiffer and stronger in response to vertical loads than they are
in response to horizontal loads. The main objective of this
paper is to study the seismic response of irregular reinforced
concrete building. The main goal of earthquake resistance
Manuscript received Oct 15, 2011.
Ni Ni Win, Department of Civil Engineering, Mandalay Technological
University, (e-mail: niniwin965@gamil.com). Mandalay, Myanmar,
Mobile No.,+9509400524591
Kyaw Lin Htat, Department of Civil Engineering, Mandalay
Technological
University,
Mandalay,
Myanmar,
Mobile
No.+950943161370 (e-mail: kyawlinhtat@gmail.com).
design is to prevent building collapse during earthquake, thus,
minimizing the risk of death or injury to people in or around
those buildings. Therefore, in this study, the proposed
building is designed to withstand the lateral force due to
earthquake by using ETABS software.
II. PREPARATION
A. Site Location and Structural System
The superstructure of the proposed building is designed as
dual system containing special moment resisting frame
(SMRF) based on UBC-1997 and is analyzed with ETABS
software.
Type of building
= Twelve-storied R.C building
Type of occupancy = Hotel
Shape of the building = Irregular Box-shaped
Ground floor height =14 ft
Typical height
=10 ft
Overall height
=132ft
Maximum length
=129 ft
Maximum width
=99 ft
Location
=Seismic zone - 4
B. Material Properties Of The Structure
Material properties used for the proposed building are as
follows:
Unit weight of concrete
= 150pcf
Modulus of elasticity
= 3122ksi
Poisson’s ratio
= 0.2
Strength of concrete (fc ')
= 3ksi
Yield strength of main reinforcement (fy) = 50ksi
Yield strength of shear reinforcement (fys) = 50ksi
C. Loading Consideration
1) Dead loads
Unit weight of concrete
= 150pcf
4½ inches thick wall weight
= 50psf
9 inches thick wall weight
= 100psf
Weight of glass area
= 10psf
Weight of elevator
= 2 tons
Weight of ceiling and finishing
= 25psf
2) Live loads
Live load on lobbing
= 100psf
Live load on corridors
= 100psf
Live load on stairs
= 100 psf
Live load on restaurants
= 100 psf
Live load on Assembly hall
= 100psf
Live load on bed room
= 40psf
Live load on roof
= 20psf
3) Earthquake load
Seismic zone
= IV
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All Rights Reserved © 2012 IJSETR
International Journal of Science, Engineering and Technology Research (IJSETR)
Volume 1, Issue 1, July 2012
Structural system = Dual system with SMRF
Seismic zone factor
= 0.4
Response modification factor, R
= 8.5
Seismic importance factor, I
= 1.0
Soil profile type
= SD
Seismic response coefficient, Ca
= 0.44 Na
Seismic response coefficient, Cv
= 0.64 Nv
Seismic source type
=A
Near source factor, Na
= 1.0
Near source factor, Nv
= 1.0
4) Wind load
Exposure type
= Type B
Basic wind velocity
= 80 mph
Windward coefficient
= 0.8
Leeward coefficient
= 0.5
Importance factor
= 1.0
Overall height
= 132ft
D. Load Combinations
Design is the process of determining the size and the
arrangement of structural members to withstand the various
load combinations. According to (ACI-318-99) and UBC-97,
the load combinations are used 30 types in this study. These
load combinations are shown in Table I.
Table I
No
Load Combination
1
1.4 DL
2
1.4 DL + 1.7 LL
3
1.05 DL + 1.275 LL + 1.275 WX
4
1.05 DL + 1.275 LL – 1.275 WX
5
1.05 DL + 1.275 LL + 1.275 WY
6
1.05 DL + 1.275 LL – 1.275 WY
7
0.9 DL + 1.3 WX
8
0.9 DL – 1.3 WX
9
0.9 DL + 1.3 WY
10
0.9 DL – 1.3 WY
11
1.05 DL + 1.28 LL + EQX
12
1.05 DL + 1.28 LL – EQX
13
1.05 DL + 1.28 LL + EQY
14
1.05 DL + 1.28 LL – EQY
15
0.9 DL + 1.02 EQX
16
0.9 DL – 1.02 EQX
17
0.9 DL + 1.02 EQY
18
0.9 DL – 1.02 EQY
19
1.16 DL + 1.28 LL + EQX
20
1.16 DL + 1.28 LL – EQX
21
1.16 DL + 1.28 LL + EQY
22
1.16 DL + 1.28 LL – EQY
23
0.79 DL + 1.02 EQX
24
0.79 DL – 1.02 EQX
25
0.79 DL + 1.02 EQY
26
0.79 DL – 1.02 EQY
27
1.3305DL +1.275LL +1.4025SPECX
28
1.3305DL +1.275LL +1.4025SPECY
29
0.6140 DL + 1.43 SPECX
30
0.6140 DL + 1.43 SPECY
III. DESIGN SECTION OF THE MODEL
Plans of twelve storied reinforced concrete building with
different floors and three dimensional view are shown in
figures. The beam sections used in this model are B10"×12",
B10"×14", B10"×16", B10"×18", B12"×14",B12"×18",
B12"×24", B14"×16", B14"×18", B14"x20", B14″x22″,
B14″x24″, B16″x22″, and B16x24" and the column sections
are C12"×12", C14"×14", C16"×16", C18"×18", C20"×20",
C22"×22" and C24"×24". The thickness of floor slab is 5".
Fig.1. First to Sixth Floor Plan (storey 1 to 6)
Fig.2. Seventh to Eighth Floor Plan(storey 7 to 8)
Fig.3. Ninth to Twelfth Floor Plan (storey 9 to 12)
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All Rights Reserved © 2012 IJSETR
International Journal of Science, Engineering and Technology Research (IJSETR)
Volume 1, Issue 1, July 2012
Fig.6.(a) Maximum Storey Shear of Stories in Static and
Response Spectrum method in X-direction
Fig.4. Three Dimensional View of the model
IV. COMPARATIVE ON DESIGN RESULTS FOR
SUPERSTRUCTURE
Displacement Comparison is shown in Fig.5.(a) and
Fig.5.(b). Storey shear comparison is shown in Fig.6.(a) and
Fig.6.(b). Storey moment comparison is shown in Fig.7.(a)
and Fig.7.(b). Storey drift comparison is shown in Fig.8.(a)
and Fig.8.(b).
Fig.6.(b) Maximum Storey Shear of Stories in Static and
Response Spectrum method in Y-direction
Fig.7.(a) Maximum Storey Moment of Stories in Static and
Response Spectrum method in X-direction
Fig.5. (a) Maximum Displacement of Stories in Static and
Response Spectrum method in X-direction
Fig.7.(b) Maximum Storey Moment of Stories in Static and
Response Spectrum method in Y-direction
Fig.5.(b).Maximum Displacement of Stories in Static and
Response Spectrum method in Y-direction
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All Rights Reserved © 2012 IJSETR
International Journal of Science, Engineering and Technology Research (IJSETR)
Volume 1, Issue 1, July 2012
[1]
[2]
[3]
[4]
[5]
[6]
Nyi Hla Nge, U.: Reinforced Concrete Design, 1st Ed., Pioneer Group,
Yangon, (2010).
American Concrete Institute: Building Code Requirement for
Structural Concrete (318-99) and Commentary (318 R.99),
Farmington Hills, M 1, (1999).
A.H.Nilson: Design of Concrete Structure. 12th Edition, McGrawHill, Inc. (1997).
Uniform Building Code: Structural Engineering Design Provision.
Volume 2, (1997).
Bryan Stafford Smith and Alex Coull, 1991. Tall Building Structure:
Analysis and Design, John Wiley & Sons, Inc.
Lindeburg, M. R, and Baradar, M.: Seismic Design of Building
Structures: A Professional’s Introduction to Earthquake Forces and
Design Details, 8th Ed., Professional Publications, Inc, (2001).
Fig.8. (a) Maximum Storey Drift of Stories in Static and
Response Spectrum method in X-direction
Fig.8.(b) Maximum Storey Drift of Stories in Static and
Response Spectrum method in Y-direction
V. CONCLUSION
In this paper, displacement, storey shear, storey moment
and storey drift for both static and dynamic (response
spectrum) analysis in X and Y-direction are compared. In
X-direction, displacements obtained static analysis are less
than dynamic (response spectrum) analysis from storey 1 to 4
and are higher than in response spectrum from storey 5 to 12.
In Y-direction, displacements obtained static analysis are less
than dynamic (response spectrum) analysis. In both
directions, storey shear in static analysis is less than that in
response spectrum analysis. The difference of storey moment
between static and response spectrum analysis is higher in
X-direction and in Y-direction, this difference is lower. In
both directions, the difference of storey drift is insignificant.
For irregular high-rise buildings, static analysis is insufficient
and it is necessary to use dynamic analysis.
ACKNOWLEDGMENT
The author is highly grateful to her supervisor, Dr. Kyaw
Lin Htat, Associate Professor of Civil Engineering
Department, Mandalay Technological University, for his
patient suggestions, guidance, valuable assistance,
supervision and editing this paper. Finally, the author feels
very grateful to all her teachers and her family, especially, to
her parents for their support and encouragement to attain her
destination without any trouble.
REFERENCES
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