The construction of multi-storey buildings is increasing constantly all over the world. The development of highly advanced structural system is mainly based on the quality of aesthetic expression, structural efficiency, and geometric versatility. The selected structural system should be such that it has to be effectively utilized for structural requirements. The unique geometrical configuration of the diagrid structural systems have driven them to be used for high rise buildings providing the structural efficiency and aesthetic potential. In this present work, four different models of I section of a 30 storey RC Frame building with plan size 18 m × 18 m located in seismic zone V have been considered for analysis. Steel diagrid structure of 2 storey and 6 storey models and Infill wall model are analyzed and compared with conventional RC Frame model and is studied using linear dynamic analysis. ETabs software is used for modeling and analysis of structural members. Comparison of analysis results in terms of storey Displacement, Drift, Bending Moment, Axial forces, Time period, Base shear is presented and the results obtained were compared with those obtained from other models.

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International Journal of Civil Engineering and Technology (IJCIET)
Volume 8, Issue 1, January 2017, pp. 09–16, Article ID: IJCIET_08_01_002
Available online at http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=8&IType=1
ISSN Print: 0976-6308 and ISSN Online: 0976-6316
© IAEME Publication
SEISMIC PERFORMANCE OF RC FRAMED
BUILDINGS UNDER LINEAR DYNAMIC ANALYSIS
Anusha Kudumula
PG Student, Department of Civil Engineering, JNTU College of Engineering, Andhra Pradesh, India
Dr. Vaishali G Ghorpade
Professor, Department of Civil Engineering, JNTU College of Engineering, Andhra Pradesh, India
Dr. H. Sudarsana Rao
Professor, Department of Civil Engineering, JNTU College of Engineering, Andhra Pradesh, India
ABSTRACT
The construction of multi-storey buildings is increasing constantly all over the world. The
development of highly advanced structural system is mainly based on the quality of aesthetic
expression, structural efficiency, and geometric versatility. The selected structural system should be
such that it has to be effectively utilized for structural requirements. The unique geometrical
configuration of the diagrid structural systems have driven them to be used for high rise buildings
providing the structural efficiency and aesthetic potential. In this present work, four different
models of I section of a 30 storey RC Frame building with plan size 18 m × 18 m located in seismic
zone V have been considered for analysis. Steel diagrid structure of 2 storey and 6 storey models
and Infill wall model are analyzed and compared with conventional RC Frame model and is
studied using linear dynamic analysis. ETabs software is used for modeling and analysis of
structural members. Comparison of analysis results in terms of storey Displacement, Drift, Bending
Moment, Axial forces, Time period, Base shear is presented and the results obtained were
compared with those obtained from other models.
Key words: Axial force, Base shear, Conventional RC Frame, Diagrid wall Frame, Infill wall
Frame, Drift, ETabs, Linear dynamic analysis, Storey Displacement.
Cite this Article: Anusha Kudumula, Dr. Vaishali G Ghorpade and Dr. H. Sudarsana Rao, Seismic
Performance of RC Framed Buildings Under Linear Dynamic Analysis. International Journal of
Civil Engineering and Technology, 8(1), 2017, pp. 09–16.
http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=8&IType=1
1. INTRODUCTION
The quick development of urban population and restriction of accessible land, multi storied structures are
ideal now a days. As the structure height increases, the consideration of lateral load plays an important
role[1].Some of the lateral load resisting systems used are rigid frame, shear wall, masonry infill walls,
braced tube system, tubular system and outrigger system. Newly the diagonal grid system has come up.
The structural configuration of the diagrids is characterized by a narrow grid of diagonal members which
involve in both resistance of lateral load and gravity load.

2. Anusha Kudumula, Dr. Vaishali G Ghorpade and Dr. H. Sudarsana Rao
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The diagrid structural systems are the progression of braced tube structures in which the inclined
members spread over the periphery
allowing for the complete omission of the conventional vertical columns. Hence the diagonal members
present in the diagrid structural system can act both as bracing elements and as
lateral forces as well as gravity loads
immediately transferred in to triangular system
vertical loads [2]. Due to their triangulated
diagonal members who release the forces in other members
the diagird structure has a better appearance and gives better
The load distribution in diagrid structure
Figure
2. OBJECTIVES
The main requirement of high rise buildings is safety
arranging the structural members in a
approach these requirements, the structure should have an
ductility. In this work four G+30
one for diagrid 6 storey, one for
storey is of 3m height is taken in all
Bending moment, Axial force, Drift, Displacement
seismic zone V.
3. METHODOLOGY
1) Determination of Lateral displacements, Drift
moment, Axial force for Conventional frame using Response Spectrum method in Zone V.
2) Determination of Lateral displacements, Drifts, Base shear, Time period, Bending moment, Overturning
moment, Axial force for frame with
3) Determination of Lateral displacements, Drifts, Base shear, Time period, Bending moment, Overturning
moment, Axial force for frame with Diagrid
Spectrum method in Zone V.
Anusha Kudumula, Dr. Vaishali G Ghorpade and Dr. H. Sudarsana Rao
IJCIET/index.asp 10
The diagrid structural systems are the progression of braced tube structures in which the inclined
members spread over the periphery which gives rise to closely spaced diagonal
allowing for the complete omission of the conventional vertical columns. Hence the diagonal members
present in the diagrid structural system can act both as bracing elements and as
gravity loads. Lateral loads are introduced directly to diagrid structure and
immediately transferred in to triangular system. These loads are then handled in a similar manner to
Due to their triangulated system, the major portion of lateral load is taken by external
release the forces in other members, thus minimizing shear racking effects.
the diagird structure has a better appearance and gives better results and also easily notified
diagrid structure [4] is shown in the following Fig1
1 Load Distribution in Diagrid Structural System
requirement of high rise buildings is safety and least possible damage level of a structure.
arranging the structural members in a particular pattern, the efficient structure can be produced
approach these requirements, the structure should have an adequate lateral strength and
four G+30 storey building models are chosen for analysis, one for diagrid 2 storey
one for diagrid 6 storey, one for Infill wall and other for conventional RC frame
n all buildings and analysis values are compared in terms of
Drift, Displacement and also the economical aspect is compared for the
Determination of Lateral displacements, Drifts, Base shear, Time period, Bending moment, Overturning
Conventional frame using Response Spectrum method in Zone V.
2) Determination of Lateral displacements, Drifts, Base shear, Time period, Bending moment, Overturning
frame with Infill wall using Response Spectrum method in Zone
Determination of Lateral displacements, Drifts, Base shear, Time period, Bending moment, Overturning
with Diagrid 2 storey wall and also Diagrid 6 storey wall
Anusha Kudumula, Dr. Vaishali G Ghorpade and Dr. H. Sudarsana Rao
editor@iaeme.com
The diagrid structural systems are the progression of braced tube structures in which the inclined
iagonal members and also it is
allowing for the complete omission of the conventional vertical columns. Hence the diagonal members
present in the diagrid structural system can act both as bracing elements and as inclined columns, and carry
Lateral loads are introduced directly to diagrid structure and
These loads are then handled in a similar manner to
tion of lateral load is taken by external
, thus minimizing shear racking effects. Hence
and also easily notified [3].
is shown in the following Fig1.
Load Distribution in Diagrid Structural System.
damage level of a structure. By
efficient structure can be produced [5]. To
adequate lateral strength and also sufficient
lysis, one for diagrid 2 storey,
frame model, in which every
buildings and analysis values are compared in terms of Shear force,
and also the economical aspect is compared for the
s, Base shear, Time period, Bending moment, Overturning
Conventional frame using Response Spectrum method in Zone V.
2) Determination of Lateral displacements, Drifts, Base shear, Time period, Bending moment, Overturning
Infill wall using Response Spectrum method in Zone V.
Determination of Lateral displacements, Drifts, Base shear, Time period, Bending moment, Overturning
and also Diagrid 6 storey wall using Response

3. Seismic Performance of RC Frame
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4. STRUCTURAL MODELLING
The ETABS software is used in the present
analysis. Linear dynamic analysis of the building m
considered are RC frame model, infill
uniform of 3m for all building models which are shown in
ETABS with respect to the seismic zone V and the 5% damped response spectrum
1893-2002.
The physical properties and the data of the building
follows.
Type of structure
S. No. Description
1 Plan (I Shape )
2 Building heights
3 Slab thickness
4 Grade of Concrete
5 Grade of steel
6
Live loads
Floor load floor finishes
7 Importance factor
8 Software used
9 Type of diagrid and
its dimensions
10 Thickness of Infillwall
4.1. The models that we had taken
Model 1 –RC Frame building I shaped
Model 2 –RC Frame building with Infill wall I shaped
Model 3 –RC Frame building with diagrid two storey
Model 4 – RC Frame building with diagrid six storey module I shaped
4.2. All the Plans of 4 models are shown in the below F
Figure 2 Plan of
Seismic Performance of RC Framed Buildings Under Linear Dynamic Analysis
IJCIET/index.asp 11
TRUCTURAL MODELLING
The ETABS software is used in the present study to develop RC frame Model
namic analysis of the building models is performed on ETABS. The buil
model, infill and diagrid models of 30 storied structures
models which are shown in the below table. The la
to the seismic zone V and the 5% damped response spectrum
The physical properties and the data of the building models considered for the present study is as
RC Frame
model
Infill wall model Diagrid two
storey model
Information Information Information
18mx18m 18mx18m 18mx18m
90m 90m 90m
150 mm 150 mm 150 mm
M35 M35 M35
Fe 500 Fe 500 Fe 500
Floor load floor finishes
4 KN/m2
1.25KN/m2
4 KN/m2
1.25KN/m2
4 KN/m2
1.25KN/m2
1.0 1.0 1.0
Etabs 2015 Etabs 2015 Etabs 2015
-------- -------- Fe250
500 x 500mm
-------- 150mm --------
The models that we had taken for the analysis are as follows
RC Frame building I shaped - 30 storied
RC Frame building with Infill wall I shaped -30 storied.
RC Frame building with diagrid two storey module I shaped -30 storied
RC Frame building with diagrid six storey module I shaped -30 storied
s are shown in the below Fig2, Fig3, Fig4,
Plan of RC Frame model Figure 3 Plan of Infillwall
d Buildings Under Linear Dynamic Analysis
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to develop RC frame Models and to carry out the
odels is performed on ETABS. The buildings
structures. The storey height is kept
. The lateral loads generated by
to the seismic zone V and the 5% damped response spectrum are given in code IS:
s considered for the present study is as
Diagrid two
storey model
Diagrid six
storey model
Information Information
18mx18m 18mx18m
90m 90m
150 mm 150 mm
M35 M35
Fe 500 Fe 500
4 KN/m2
1.25KN/m2
4 KN/m2
1.25KN/m2
1.0 1.0
Etabs 2015 Etabs 2015
Fe250
500 x 500mm
Fe250
500 x 500mm
-------- ---------
30 storied.
30 storied.
Fig4, Fig5.
Infillwall model

4. Anusha Kudumula, Dr. Vaishali G Ghorpade and Dr. H. Sudarsana Rao
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Figure 4 Plan of diagrid 2
4.3. All the Elevations of 4 models are shown in the below
Figure 6 Elevation of RC
Figure 8 Elevation of diagrid 2
Anusha Kudumula, Dr. Vaishali G Ghorpade and Dr. H. Sudarsana Rao
IJCIET/index.asp 12
of diagrid 2 storey model Figure 5 Plan of diagrid 6
of 4 models are shown in the below Fig6, Fig7,
Elevation of RC Frame model. Figure 7 Elevation of Infillwall
Elevation of diagrid 2storey model Figure 9 Elevation of diagrid 6storey model
Anusha Kudumula, Dr. Vaishali G Ghorpade and Dr. H. Sudarsana Rao
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of diagrid 6storey model
Fig7, Fig8, Fig9
of Infillwall model
Elevation of diagrid 6storey model

5. Seismic Performance of RC Frame
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4.4. All the Isometric views of
Figure 10 Isometric View of RC
Figure 12 Isometric View of diagrid
5. ANALYSIS OF RESULTS
The Comparative analysis results of RC Frame
terms of Time period, Storey Displacement
forces are presented in this section.
5.1. Lateral displacement and Drift Results
The lateral displacement of any bui
lateral load effect. Fig14 and Fig15
storey.
Seismic Performance of RC Framed Buildings Under Linear Dynamic Analysis
IJCIET/index.asp 13
of 4 models are shown in the Fig10, Fig11,
Isometric View of RC Frame Figure 11 Isometric View of
Isometric View of diagrid 2 storey model Figure 13 Isometric View of
OF RESULTS
The Comparative analysis results of RC Frame model, Infill wall model and
Storey Displacement, Inter-storey Drifts, Bending moments, B
are presented in this section.
acement and Drift Results
The lateral displacement of any building increases with increase in height of the building
14 and Fig15 shows the lateral displacement of all models corresponding to each
d Buildings Under Linear Dynamic Analysis
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Fig11, Fig12, and Fig13
Isometric View of Infill wall Frame
Isometric View of diagrid 6 storey model
model and Diagrid structure models in
ending moments, Base Shear and Axial
height of the building [8] because of its
odels corresponding to each

6. Anusha Kudumula, Dr. Vaishali G Ghorpade and Dr. H. Sudarsana Rao
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.
Figure 14 Displacements
From the above results on the graph we observed that Diagrid 2 Storey model frame has less
Displacement [6] and Drift among all the 4 models which
5.2. Response Spectrum Displacement and Drift Results
As per code IS: 456-2000, the maximum top storey displacement due to win
times of H, where H is the total hei
the models are within the permissible limit.
Figure 16 RS Displacements
It can be seen that as number
for the case of all 4 models, displacement value is smaller for diagrid 2 storey
also the drift value is small for diagrid 2 s
5.3. Axial Forces and Bending Moment
Fig18 shows the comparison of Axial forces in
Storey Models.
Anusha Kudumula, Dr. Vaishali G Ghorpade and Dr. H. Sudarsana Rao
IJCIET/index.asp 14
Displacements in X-direction Figure 15 Drifts
From the above results on the graph we observed that Diagrid 2 Storey model frame has less
and Drift among all the 4 models which are shown in Figure.
Response Spectrum Displacement and Drift Results
the maximum top storey displacement due to wind load should not exceed 0.004
where H is the total height of the building. The Response Spectrum
the models are within the permissible limit.
Displacements in X-direction Figure 17 RS Drifts in
of stories is increasing, the top storey displacement is also increased but
for the case of all 4 models, displacement value is smaller for diagrid 2 storey
the drift value is small for diagrid 2 storey among all which shown in Fig16 and Fig17.
Axial Forces and Bending Moment
e comparison of Axial forces in between RC Frame, Infill, Diagrid 2 Storey and Diagrid 6
Anusha Kudumula, Dr. Vaishali G Ghorpade and Dr. H. Sudarsana Rao
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Drifts in X-direction
From the above results on the graph we observed that Diagrid 2 Storey model frame has lesser
d load should not exceed 0.004
Response Spectrum displacement values for all
RS Drifts in X-direction
of stories is increasing, the top storey displacement is also increased but
for the case of all 4 models, displacement value is smaller for diagrid 2 storey by comparing others. And
ig16 and Fig17.
, Diagrid 2 Storey and Diagrid 6

7. Seismic Performance of RC Frame
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Figure 18.Axial Forces in
From the Fig19 it is notified
compared with all other models.
5.4. Time Period and Base Shear
From the Fig20 it can be noticed that the time period is minimum for the diagrid 2 storey model, so the
stiffness of that model is more as compare to others and as the structure is stiff, it will have the less
displacement and the Base Shear will be more
Fig 21.
Figure 20.Time Period in
6. CONCLUSION
• As the lateral loads are resisted by diagonal columns, the top storey
diagrid structure as compared to the simple RC Frame building.
• As the lateral loads are resisted by diagonal columns, the top storey
structure as compared to the simple RC Frame bu
• When number of storey increases means height of building i
storied structure and gives better results in terms of top storey displacement, storey drift, storey shear, time
period and material consumption
• As time period is less, lesser is mass of stru
in diagrid structure which reflects more stiffness of the structure and lesser mass of structure.
• Diagrid provide more resistan
• The overall results suggested that diagrid is excellent seismic control for high
diagrid 2 storey is optimum which gives better result.
Seismic Performance of RC Framed Buildings Under Linear Dynamic Analysis
IJCIET/index.asp 15
Axial Forces in X-direction Figure 19 Bending
that diagrid 2 storey model is completely relaxed in bending moment
eriod and Base Shear
it can be noticed that the time period is minimum for the diagrid 2 storey model, so the
stiffness of that model is more as compare to others and as the structure is stiff, it will have the less
displacement and the Base Shear will be more [7] which was observed in Diagr
Time Period in X-direction Figure 21 Base Shear in
As the lateral loads are resisted by diagonal columns, the top storey displacement is very much less in
diagrid structure as compared to the simple RC Frame building.
As the lateral loads are resisted by diagonal columns, the top storey displacement is
structure as compared to the simple RC Frame building.
When number of storey increases means height of building increases, diagrid 2
and gives better results in terms of top storey displacement, storey drift, storey shear, time
period and material consumptions.
As time period is less, lesser is mass of structure and more is the stiffness. The time period is observed less
in diagrid structure which reflects more stiffness of the structure and lesser mass of structure.
provide more resistance in the building which makes the structural system more effective.
The overall results suggested that diagrid is excellent seismic control for high
is optimum which gives better result.
d Buildings Under Linear Dynamic Analysis
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Bending Moment in X-direction.
is completely relaxed in bending moment
it can be noticed that the time period is minimum for the diagrid 2 storey model, so the
stiffness of that model is more as compare to others and as the structure is stiff, it will have the less
bserved in Diagrid 2 storey model shown in
Base Shear in X-direction.
displacement is very much less in
displacement is less in also Infill wall
ncreases, diagrid 2 storeys is optimum for 30
and gives better results in terms of top storey displacement, storey drift, storey shear, time
he time period is observed less
in diagrid structure which reflects more stiffness of the structure and lesser mass of structure.
system more effective.
The overall results suggested that diagrid is excellent seismic control for high-rise symmetric Buildings and

8. Anusha Kudumula, Dr. Vaishali G Ghorpade and Dr. H. Sudarsana Rao
http://www.iaeme.com/IJCIET/index.asp 16 editor@iaeme.com
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[1] Nishith B. Panchal and Vinubhai R. Patel, 2014 "Diagrid Structural System: Strategies to Reduce
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AUTHORS PROFILE
K. Anusha Persuing M Tech in Computer aided Structural Engineering from JNTU,
Anantapur, India.
Dr. Vaishali G. Ghorpadeis Currently Professor in the Department of Civil Engineering at
JNTU Anantapur, India. Her areas of interest are High Performance Concrete, Fibre
Reinforced Concrete, Glass Fibre Reinforced Concrete, SIFCON, Low cost Housing
Materials & Techniques, and Artificial Neural Networks.
Dr. H. Sudarsana Rao is senior professor of Civil Engineering Department at JNTUA
College of Engineering Anantapur, India. He is presently working as Director (ICS) at
JNT University Anantapur. His research interests are Finite element analysis, Seismic
analysis, Applications of Artificial Neural Networks, Concrete Composites etc.