See discussions, stats, and author profiles for this publication at: https://www.researchgate.
net/publication/354463660
A REVIEW PAPER ON TIME HISTORY ANALYSIS / NON LINEAR DYNAMIC
ANALYSIS OF HIGH RISE BUILDING USING ETABS
Article · July 2021
CITATION READS
1 4,048
2 authors:
Kalpak A Zagade Aniket Patil
2 PUBLICATIONS 3 CITATIONS 8 PUBLICATIONS 15 CITATIONS
SEE PROFILE SEE PROFILE
Some of the authors of this publication are also working on these related projects:
Bacteria Based Concrete View project
Analysis of Box Culvert View project
All content following this page was uploaded by Aniket Patil on 09 September 2021.
The user has requested enhancement of the downloaded file.
www.ijcrt.org © 2021 IJCRT | Volume 9, Issue 7 July 2021 | ISSN: 2320-2882
A REVIEW PAPER ON TIME HISTORY
ANALYSIS / NON LINEAR DYNAMIC
ANALYSIS OF HIGH RISE BUILDING USING
ETABS
Kalpak.A.Zagade, Mtech student of MIT Art, Design and Technology, University, Pune,
Maharashtra
Aniket.Patil, Assistant Professor, Civil Engineering Department, MIT ADT, Pune Maharashtra,
Abhijeet.Galatage, Assistant Professor, Civil Engineering Department, MIT ADT, Pune
Maharashtra,
Abstract : This paper aims to describe the study of the time history analysis using ETABS. An earthquake is the result of a
rapid release of strain energy storied in the earth crust that generates seismic waves. Structures are vulnerable to earthquake
ground motion and damages the structures. In order to take precaution for the damage of structures due to ground motion, it is
important to know the characteristics of the ground motion. The most important dynamic characteristics of earthquake are peak
ground acceleration, frequency content, and duration. These characteristics play predominant rule studying the behaviour of
structures under the earthquake ground motion. The earthquake analysis of multistorey structure is done by linear and nonlinear
methods. Response spectrum method of analysis is linear dynamic analysis. For nonlinear dynamic analysis time history method
is used. In this paper, response spectrum method is used for linear analysis. For nonlinear analysis, time history method is used.
For time history method Both the analyses are done using ETABs software.
Keywords — TIME HISTORY METHOD, RESPONSE SPECTRUM METHOD, TIME PERIOD, ETABS.
The analysis can be performed on the basis of external
I. INTRODUCTION applied loads, applied structural materials and type of
All over world, there is huge demand for construction of structure, the analysis are classified as 1).Linear static
high rise buildings due to increasing population Earthquake Analysis 2)Non linear static analysis 3)Linear Dynamic
resistant design of engineering structures is one of the most Analysis 4)Non linear Dynamic Analysis.
important method of damage from future earthquake. The The Time history analysis is response of the structure
earthquake design of structure is based on the specification including inertial effects, this is advanced to response
of ground motion of previous earthquake results. So spectrum analysis, and gives base acceleration,
earthquake resistant design of any important structure displacement, and duration.
according to the seismic frequency is very important to This is useful for very high rise structures to know the
overcame from damage. However the earthquake forces are behaviour of structure under any seismic attacks. This
different and un predictable .so the software tools need to be analysis requires previous earthquake data to perform the
used for analysing structures under any seismic forces. analysis. It is a step by step analysis of response of structure
Earthquake develops different intensities at different under specified load that may vary with time.
locations and the damage induced in buildings at these
locations is also different according to the type of structure.
Therefore it is Necessary to study the seismic behaviour of
RC framed building for different seismic intensities.
The seismic intensities in terms of various responses such
as base shear, lateral displacement. Different types of
analysis are used to identify the seismic resistance and
behaviour of building under applied seismic frequencies.
IJCRT2107579 International Journal of Creative Research Thoughts (IJCRT) www.ijcrt.org f408
www.ijcrt.org © 2021 IJCRT | Volume 9, Issue 7 July 2021 | ISSN: 2320-2882
II. SEISMIC METHOD OF ANALYSIS deformation capacity, especially for structures which
primarily respond according to the first mode.
For the determination of seismic responses there is Non linear Dynamic Analysis:- A non linear dynamic
necessary to carry out seismic analysis of structure. The analysis of inelastic time history analysis is the only
analysis can be performed on the basis of external method to describe the actual behavior of the structure
action, the behaviour of structure or structural during an earthquake. Time history analysis is a step-by
materials, and the type of structural model selected. step analysis of the dynamic response of a structure to a
Based on the type of external action and behaviour of specified loading that may vary with time. Time history
structure, the analysis can be further classified as: (1) analysis is used to determine the seismic response of a
Linear Static Analysis, (2) Nonlinear Static Analysis, structure under dynamic loading of representative
(3) Linear Dynamic Analysis; and (4) Nonlinear earthquake. This method is based on the direct
Dynamic Analysis. Linear static analysis or equivalent numerical integration of the differential equations of
static method can be used for regular structure with motions by considering the elasto-plastic deformation of
limited height. Linear dynamic analysis can be the structure element. This method capture the effect of
performed by response spectrum method. The amplification due to resonance, the variation of
significant difference between linear static and linear displacements at diverse levels of a frame, an increase
dynamic analysis is the level of the forces and their of motion duration and a tendency of regularization of
distribution along the height of structure. Nonlinear movements result as far as the level increases from
static analysis is an improvement over linear static or bottom to top. [2]
dynamic analysis in the sense that it allows inelastic
behaviour of structure. A nonlinear dynamic analysis is
the only method to describe the actual behaviour of a
structure during an earthquake. The method is based on
the direct numerical integration of the differential
equations of motion by considering the elasto-plastic
deformation of the structural element.
Equivalent Static Analysis:- This procedure does not
require dynamic analysis, however, it account for the
dynamics of building in an approximate manner. The
static method is the simplest one-it requires less
computational efforts and is based on formulate given in
the code of practice. First, the design base shear is
computed for the whole building, and it is then
distributed along the height of the building. The lateral
forces at each floor levels thus obtained are distributed
to individuals lateral load resisting elements.
Linear Dynamic Analysis:- Linear dynamic analysis can
be performed in two ways either by mode superposition
method or response spectrum method and elastic time
history method. This analysis will produce the effect of
higher modes of vibration and the actual distribution of
forces in the elastic range in a better way. They
represent an improvement over linear static analysis.
The significance difference between linear static and
III. TIME HISTORY ANALYSIS
linear dynamic analysis is the level of force and their In order to examine the exact nonlinear behavior of
distribution along the height of the structure. structures, nonlinear time history analysis has to be carried
out. In this method, the structure is subjected to real ground
Non linear static analysis:- Non linear static analysis is motion records.[6] This makes this analysis method quite
an improvement over linear static or dynamic analysis as different from all of the other approximate analysis methods
it allows the inelastic behavior of the structure. The as the inertial forces are directly determined from these
method still assumes a set of static incremental lateral ground motions and the responses of the building either in
load over the height of the structure. The method is deformations or in forces are calculated as a function of
relatively simple to be implemented and provides time, considering the dynamic properties of the structure.
information on the strength, deformation and ductility
of the structure and the distribution of demands. This In Etabs , the nonlinear time-history analysis can be carried
permit to identify critical members likely to reach limit out as follows: 1. The models representing the buildings are
states during the earthquake, for which attention should created and vertical loads (dead load and live load), member
be given during the design and detailing process. But properties and member nonlinear behaviors are defined and
this method contains many limited assumptions, which assigned to the model.
neglects the behaviour of loading patterns, the influence
of higher modes, and the effect of resonance. Push over The ground motion record is defined as a function of
analysis has acquired a great deal of popularity acceleration versus time. Here after, the analysis and the
nowadays in spite of these deficiencies this method time history parameters are defined in order to perform a
provides reasonable estimation of the global nonlinear time history analysis. The total time of the analysis
IJCRT2107579 International Journal of Creative Research Thoughts (IJCRT) www.ijcrt.org f409
www.ijcrt.org © 2021 IJCRT | Volume 9, Issue 7 July 2021 | ISSN: 2320-2882
is the number of output time steps multiplied by the output
time-step size. To match time history to target response
spectra, there are two options in ETABS.[3]
IV. RESPONSE SPECTRUM METHOD
Response spectrum analysis (RSA) is a method widely used
for the design of buildings. Conceptually the method is a
simplification of modal analysis, i.e., response history (or
time history) analysis (RHA) using modal decomposition,
that benefits from the properties of the response spectrum
concept.[7] The purpose of the method is to provide quick
estimates of the peak response without the need to carry out
response history analysis. This is very important because FIGURE 1- ARTIFICAL ACCELEROGRAM
response spectrum analysis (RSA) is based on a series of GENERATOR.[4]
quick and simple calculations, while time history analysis
requires the solution of the differential equation of motion This figure shows the example of an artificial accelerogram
over time. Despite its approximate nature, the method is generator code written in software with iteration
very useful since it allows the use of response spectrum, a program.[4]
very convenient way to describe seismic hazard.[4,7]
VII. ETABS
ETABS is one of the most powerful software tools for
V. TIME FUNCTION structural analysis. 3D modeling, visualization, and
automatic code-based learning are some of the unique
Time-history analysis provides for linear or nonlinear features of this software. ETABS also supports several
evaluation of dynamic structural response under loading analytical models like response spectrum analysis, time-
which may vary according to the specified time function. history analysis, and line direct integration time-history
Dynamic equilibrium equations, given by K u(t) + C d/dt u(t) analysis. ETABS is engineering software which is used to
+ M d2/dt u(t) = r(t), are solved using either modal or direct- analysis and design multi-storey building. ETABS stands for
integration methods. Extended Three-Dimensional (3D) Analysis of Building
Systems. CAD drawings can be converted directly into
CSI Software handles the initial conditions of a time ETABS models or used as templates in which ETABS
function differently for linear and nonlinear time-history load objects may be overlaid. Report is generated directly in the
cases. software with complete reinforcement details. Many of the
floor levels in buildings are similar which reduce modelling
Linear cases always start from zero, therefore the and design time. Fast model generation using the concept of
corresponding time function must also start from zero. similar stories. Different materials can be assigned to the
structural elements within the same model such as steel,
Nonlinear cases may either start from zero or may continue RCC, composite or any other user-defined material.
from a previous case. When starting from zero, the time
function is simply defined to start with a zero value. When
analysis continues from a previous case, it is assumed that
the time function also continues relative to its starting value. VIII. STRUCTURAL MODELING AND
A long record may be broken into multiple sequential
analyses which use a single function with arrival times. This
ANAYLSIS
prevents the need to create multiple modified functions.[4]
Kaushal Vijay Rathod[4] has studied , a nonlinear time
history analysis is performed on a multi storey RCC building
VI. GROUNG MOTION EXCITATION frame considering time history of EL CENTRO
EARTHQUAKE 1940.
Selecting the seismic loading for design and/or assessment
purposes is not an easy task due to the uncertainties
Problem Statement:-
involved in the very nature of seismic excitations. One
A 10 storey RCC masonry infilled RCC building have
possible approach for the treatment of the seismic loading is
Floor to Floor height- 3.1 m.
to assume that the structure is subjected to a set of records
LL on Typical floors 2 KN/m2 & SIDL or FF- 1kN/m2
that are more likely to occur in the region where the
Live Load on Terrace - 1.5 KN/m2 & SIDL- 2kN/m2
structure is located. [4,5]
Column size - 0.45 m X 0.45 m
Beams size - 0.23 m X 0.45 m
Slab Thickness - 0.150 m;
Brick wall thickness -0.23m
Density of concrete- 25 kN/m3
Density of brick wall- 20kN/m3
Load intensity for 10mm thick mortar- 0.21kN/m2
Height of parapet wall-1m
Number of modes considered initially - 12 nos.
Circular frequency, ω (rad/sec) = 2𝜋 𝑇
IJCRT2107579 International Journal of Creative Research Thoughts (IJCRT) www.ijcrt.org f410
www.ijcrt.org © 2021 IJCRT | Volume 9, Issue 7 July 2021 | ISSN: 2320-2882
Eigen value = ω2 REFERENCE
Frequency (cycle/sec) = 1 /T
Use M25 concrete and Fe415 steel. 1. A Krishna Srinivas, B. Suresh, “Time history
analysis of irregular rcc building for different
seismic intensities” International journal of
Scientific & Engineering Research (IJSER), Vol.8,
Issue 7, July 2017.[1]
2. Alhamd Farqaleet, Jamia Millia Islamia, “ Dynamic
analysis of multi-storey rcc building” International
journal of engineering research & technology
(IJERT), Vol. 3, Issue 3, Aug 2016.[2]
3. Gaurav Kapgate, Prof. D. L. Budhlani, “Non linear
time history analysis of structure with and without
shear wall” International journal of Scientific &
Engineering Research (IJSER), Vol.6, Issue 2, Feb
2018.[3]
4. Kaushal Vijay Rathod, Sumit Gupta, “ A non linear
time history analysis of ten storey rcc building”
International Research Journal of Engineering
and Technology (IRJET), Vol. 7, Issue 6, June
2020.[4]
FIGURE 2 :- THE MODE OF STRUCTRUE [4] 5. Nikos D. Lagaros, Chara Ch. Mitropoulou, “ Time
history seismic analysis ” ResearchGate, Jan
TIME MAX BASE 2013.[5]
REACTION 6. Mrunmayi Gursale, P. S. Patil. “Comparative
5.624 sec 664.143 kN in X-dir parametric study of linear and non linear behaviour
2.96 sec 565.974 kN in y-dir of multi storey structures” International journal of
research in engineering & technology (IJRET),
Vol. 04, Issue 04, Apr 2015.[6]
7. S. R. Kangle, D. S. Yerudkar, “Response spectrum
analysis for regular multi story structure in seismic
Result obtain in this paper are zone III” International journal of engineering
Base reaction conclude that the base reaction increases with research & technology (IJERT), Vol. 9, Issue 09,
the time in sec from the time history plot we can see that the Sep 2020.[7]
base reaction is max at 5.624 sec with 664.147 kN at x- 8. Arvindreddy, R. J. Fernandes, ” Seismic analysis of
direction where as the max base reaction obtain on in y RC regular and irregular frame structures”
direction is at 3.5sec with 565.974 kN. both reaction are International Research Journal of Engineering
comparably very high and should be designed and Technology (IRJET), Vol. 2, Issue 5, Aug
appropriately.[4] 2015.[8]
IX. CONCLUSIONS
1. Based on Literature review concerning time history
analysis and response spectrum analysis. In time
history analysis uses the time history of input force
or acceleration directly which is then united to get
the response. In response spectrum analysis the
time evolution of response cannot be computed.
Only the maximum response is estimated. No
information is available also about the time when
the maximum response occurs.
2. The study is based on linear and nonlinear analysis of
multistorey structure for finding base shear, storey
displacement and time period.[6]
3. It is recommended that time history analysis should
be performed as it predicts the structural response
more accurately than the response spectrum
analysis.[2]
IJCRT2107579
View publication stats
International Journal of Creative Research Thoughts (IJCRT) www.ijcrt.org f411
