Static Analysis of G+2 Institutional Building in Bhopal

Aakash Saxena et al. Int. Journal of Engineering Research and Applications www.ijera.com
ISSN: 2248-9622, Vol. 5, Issue 8, (Part - 5) August 2015, pp.159-167
www.ijera.com 159 | P a g e
Static Analysis of G+2 Institutional Building in Bhopal
Aakash Saxena, S.S. Khuswaha
Department of Civil Engineering, UIT (RGPV), Bhopal (MP)
ABSTRACT
A Seismic design is aimed at controlling the structural damage based on precise estimations of proper response
parameters. Seismic design explicitly evaluates how a building is likely to perform; given the potential hazard it
is likely to experience, considering uncertainties inherent in the quantification of potential hazard and
uncertainties in assessment of the actual building response. It is an interactive process that begins with the
selection of performance objectives, followed by the development of a preliminary design, an assessment as to
whether or not the design meets the performance objectives, and finally redesign and reassessment, if required,
until the desired performance level is achieved.
In this present study one R.C. buildings, of G + 2 storey institutional building (designed according to IS
456:2000) are analysed. Analysis and redesigning by changing the main reinforcement of various frame
elements and again analyzing. The structural analysis has been carried out using STAAD.Pro V8i, a product of
Structural Analysis and Design Program. A total of 1 cases for a particular G + 2 storey institutional building
located in Zone-II have been analyzed. The results of analysis are compared in terms of reinforcement in the
column and beam. The best possible combination of reinforcement that is economical, effective and whose
damage is limited to Grade 2 (slight structural damage, moderate non structural damage) in order to enable
Immediate Occupancy is determined and is termed as Seismic Design.
I. INTRODUCTION
Amongst the natural hazards, earthquakes have
the potential for causing the greatest damages. Since
earthquake forces are random in nature &
unpredictable, the engineering tools needs to be
sharpened for analyzing structures under the action of
these forces. Performance based design is gaining a
new dimension in the seismic design philosophy
wherein the near field ground motion (usually
acceleration) is to be considered. Earthquake loads
are to be carefully modelled so as to assess the real
behaviour of structure with a clear understanding that
damage is expected but it should be regulated. In this
context pushover analysis which is an interactive
procedure shall be looked upon as an alternative for
the orthodox analysis procedures. This study focuses
on pushover analysis of multi-storey RC framed
buildings subjecting them to monotonically
increasing lateral forces with an invariant height wise
distribution until the preset performance level (target
displacement) is reached. Te promise of
performance-based seismic engineering (PBSE) is to
produce structures with predictable seismic
performance. To turn this promise into a reality, a
comprehensive and well-coordinated effort by
professionals from several disciplines is required.
Performance based engineering is not new.
Automobiles, airplanes, and turbines have been
designed and manufactured using this approach for
many decades. Generally in such applications one or
more full-scale prototypes of the structure are built
and subjected to extensive testing. The design and
manufacturing process is then revised to incorporate
the lessons learned from the experimental
evaluations. Once the cycle of design, prototype
manufacturing, testing and redesign is successfully
completed, the product is manufactured in a massive
scale. In the automotive industry, for example,
millions of automobiles which are virtually identical
in their mechanical characteristics are produced
following each performance-based design exercise.
The primary objective of this work is to compare
the design of building with and without seismic
forces by variation in reinforcement by using
STAAD.Pro of RC framed building designed. The
effect of earthquake force on G+2 storey institutional
building of Bhopal, with the help of STAAD.Pro, for
various different sets of reinforcement at different
levels has been investigated.
Some of the prominent literature on the topic are
as follows:
S.Mahesh and Dr.B.Panduranga Rao (2014)
considered the behaviour of G+7 multi story building
of regular and irregular configuration under
earthquake. A residential of G+7 multi story building
is studied for earthquake and wind load using
STAAD.Pro V8i .Assuming that material properties
and static and dynamic analysis are performed. These
analysis are carried out by considering different
seismic zones and for each zone the behaviour is
assessed by taking three different types of soils
namely Hard , Medium and Soft .
RESEARCH ARTICLE OPEN ACCESS

Kevadkar, Kodag et.al. (2013) observed that the
structure heavy susceptible to lateral forces may be
concerned to severe damage. In this they found that
along with gravity load (dead load, live load) the
frames are able to withstand to lateral load (loads due
to earthquake, wind, blast, fire hazards etc.) which
can develop high stresses. For that purpose they used
shear wall and steel bracing system to resist such type
of loading like earthquake, wind, blast etc. In this
study according to author R.C.C. building is modeled
and analyzed in STAAD.Pro and results are
compared in terms of Lateral Displacement, Storey
Shear and Storey Drifts, Base shear and Demand
Capacity (Performance point).
P.B. Kulkarni et. al. (2013) Masonry infill walls are
mainly used to increase initial stiffness and strength
of reinforced concrete (RC) frame buildings. It is
mainly considered as a non-structural element. In this
paper, symmetrical frame of college building (G+5)
located in seismic zone-III is considered by modeling
of initial frame. With reference to FEMA-273, &
ATC-40 which contain the provisions of calculation
of stiffness of infilled frames by modeling the infill
panels are modeled as a equivalent diagonal strut
method. This linear static analysis is to be carried out
on the models such as bare frame, strut frame, strut
frame with centre &corner opening, which is
performed by using computer software STAAD.Pro
from which different parameters are computed. In
which it shows that infill panels increase the stiffness
of the structure. While the increase in the opening
percentage leads to a decrease on the lateral stiffness
of infilled frame.
Salehuddun (2011) focused on nonlinear geometric
analysis to be compared with linear analysis. In this
study, a six storey 2-D steel frame structure with 24
m height has been selected to be idealized as tall
building model. The model was analyzed by using
SAP2000 structural analysis software with the
consideration of geometric nonlinear effect. This
study showed that a steel frame with the
consideration of wind load produce greater sway
value as compared to the steel frame without wind
load
Gajjar and DhavalP.Advani(2011) focused on the
design of multi-storeyed steel buildings to have good
lateral load resisting system along with gravity load
system because it also governs the design. This paper
is presented to show the effect of different types of
bracing systems in multi storied steel buildings. For
this purpose the 20 stories steel buildings models is
used with same configuration and different bracings
systems such as knee brace, X brace and V brace is
used. A commercial package STAAD.Pro is used for
the analysis and design and different parameters are
compared. The property of the section is used as per
IS 800:2007 which incorporates Limit State Design
philosophy.
Kevadkar, Kodag et.al. (2013) observed that the
structure heavy susceptible to lateral forces may be
concerned to severe damage. In this they found that
along with gravity load (dead load, live load) the
frames are able to withstand to lateral load (loads due
to earthquake, wind, blast, fire hazards etc) which can
develop high stresses. For that purpose they used
shear wall and steel bracing system to resist such type
of loading like earthquake, wind, blast etc. In this
study according to author R.C.C. building is modeled
and analyzed in STAAD.Pro and results are
compared in terms of Lateral Displacement, Storey
Shear and Storey Drifts, Base shear and Demand
Capacity (Performance point).
Qiang Xue, Chia-Wei Wu et al (2007) summarized
the development of the seismic design draft code for
buildings in Taiwan using performance-based seismic
design methodology and case studied. They presented
the design of a reinforced concrete building by using
the draft code. Seismic design code provisions are
examined according to the theoretical basis of PBSD
to identify which methodologies of PBSD need to be
incorporated into the current seismic design code.
The performance-based seismic design code
introduces a transparent platform in which the owners
and designers can exchange their views on the
expected seismic performance of the buildings under
different levels of earthquakes.
II. Methodology Methodology And
Selection Of Problems
In this present study one R.C. buildings, of G + 2
storey institutional building (designed according to IS
456: 2000) are analysed. Analysis and redesigning by
changing the main reinforcement of various frame
elements and again analyzing. The structural
analysis has been carried out using STAAD.Pro V8i,
a product of Structural Analysis and Design Program.
Following steps are implemented in this study:-
Step-1 Selection of building geometry
Step-2 Selection of seismic zones
TABLE 1: SEISMIC ZONES FOR DIFFERENT
CASES AND MODELS
Case
Model Earthquake zones as per
IS 1893 (part-1) : 2002
Case-1 RCC Structure II

Step-4 Considering of load combination (13 load
combinations)
TABLE 2: LOAD CASE DETAILS
Load case no. Load case details
1. 1.5 (DL + LL)
Step-4 Modelling of building frames using
STAAD.Pro software.
Step-5 Results evaluation in terms of maximum
bending moment, maximum shear force, axial force,
maximum joint displacement and maximum section
displacement
III. MATERIAL AND GEOMERICAL
PROPERTIES
Following properties of material have been
considered in the modelling -
Density of RCC: 25 kN/m3
Density of Masonry: 20 kN/m3
(Assumed)
Young's modulus of concrete: 5000 𝑓𝑐𝑘
Poisson's ratio: 0.17
The foundation depth is considered at 1.5 m below
ground level and the floor height is 4 m.
LOADING CONDITIONS
Following loadings are considered for analysis -
(a) Dead Loads: as per IS: 875 (part-1) 1987
Self wt. of slab
Slab = 0.15 x 25 = 3.75 kN/m2
(slab thick. 150 mm
assumed)
Floor Finish load = 1 kN/m2
Total slab load = 4.75 kN/m2
Masonry Wall Load = 0.25 m x 2.55 m x 20 kN/m3
=
12.75 kN/m
Parapet wall load = 0.25 m x 1 m x 20 kN/m3
= 5
kN/m
(b) Live Loads: as per IS: 875 (part-2) 1987
Live Load on typical floors = 3 kN/m2
Live Load in earthquake = 0.75 kN/m2
(c) Earth Quake Loads: All Structures are analyzed
for 4 earthquake zones
The earth quake calculation are as per IS: 1893
(2002) [21]
a. Earth Quake Zone-II,III,IV,V
(Table - 2)
b. Importance Factor: 1
(Table - 6)
c. Response Reduction Factor: 5
(Table - 7)
d. Damping: 5%
(Table - 3)
e. Soil Type: Medium Soil (Assumed)
f. Period in X direction (PX):
0.09∗ℎ
𝑑𝑥
seconds
Clause 7.6.2 [21]
g. Period in Z direction (PZ):
0.09∗ℎ
𝑑𝑧
seconds
Clause 7.6.2 [21]
Where h = height of the building
dx= length of building in x direction
dz= length of building in z direction
LOADING DIAGRAM
Typical diagram for different types of loading
conditions are shown below
Figure 1 : Isometric view of institutional building

Figure 2 : Front view of institutional building
Figure 3 : Plan of institutional building
Figure 4 : 3D rendering view of institutional building

Figure 5 : Dead load of institutional building
Figure 6 : Live load of institutional building
IV. RESULT AND DISUSSION
The various results like maximum bending
moment, maximum shear force, maximum axial
force, maximum joint displacement and maximum
section displacement are evaluated and effective and
critical floor is determine among the structure
considering seismic loading. Following tables and
graphs are presented to find optimum system to resist
seismic forces under following heads:-
A. Maximum Bending Moment
TABLE 3: MAX. BENDING MOMENT (Mz) kNm
FLOOR WISE
MAX. BENDING MOMENT (Mz) kNm FLOOR WISE
FLOOR BENDING MOMENT kNm
GF 40.13
FIRST 149.053
SECOND 145.478
TOP 122.234

FIGURE 7: MAX. BENDING MOMENT (Mz) kNm FLOOR WISE
B. Shear Force
TABLE 4 : MAXIMUM SHEAR FORCE kN FLOOR WISE
MAXIMUM SHEAR FORCE Kn FLOOR WISE
FLOOR SHEAR FORCE kN
GF 54.107
FIRST 229.203
SECOND 227.219
TOP 191.089
FIGURE 8: MAXIMUM SHEAR FORCE kN FLOOR WISE
C. Axial Force
TABLE 5: MAXIMUM AXIAL FORCE KN
MAXIMUM AXIAL FORCE KN
FLOOR AXIAL FORCE KN
BASE 1733.519
GF 1584.462
FIRST 1016.806
SECOND 452.876
0
50
100
150BENDINGMOMENTkNm
FLOOR
BENDING MOMENT kNm
BENDING MOMENT kNm
0
100
200
300
GF FIRST SECOND TOP
SHEARFORCEkN
FLOOR
SHEAR FORCE kN
SHEAR FORCE kN

FIGURE 9 :MAXIMUM AXIAL FORCE KN
D. Maximum Joint Displacement
TABLE 6: MAX. JOINT DISPLACEMENT MM FLOOR WISE IN X DIRECTION
MAX. JOINT DISPLACEMENT MM FLOOR WISE
FLOOR DISPLACEMENT IN X DIRECTION
GF 0.015
FIRST 0.082
SECOND 0.253
TOP 0.577
FIGURE 10: MAX. JOINT DISPLACEMENT MM FLOOR WISE IN X DIRECTION
TABLE 7: MAX. JOINT DISPLACEMENT MM FLOOR WISE IN Z DIRECTION
MAX. JOINT DISPLACEMENT MM FLOOR WISE
FLOOR DISPLACEMENT IN Z DIRECTION
GF 0.018
FIRST 0.107
SECOND 0.36
TOP 0.812
0
500
1000
1500
2000
BASE GF FIRST SECOND
AXIALFORCEKN
FLOOR
AXIAL FORCE KN
AXIAL FORCE KN
0
0.2
0.4
0.6
GF FIRST SECOND TOP
JOINTDISPLACEMENT(MM)
FLOOR
DISPLACEMENT IN X DIRECTION
DISPLACEMENT IN X
DIRECTION

FIGURE 11: MAX. JOINT DISPLACEMENT MM FLOOR WISE IN Z DIRECTION
E. Maximum Section Displacement
TABLE 8: MAX. SECTION DISPLACEMENT MM FLOOR WISE IN X DIRECTION
MAX. SECTION DISPLACEMENT MM FLOOR WISE
FLOOR DISPLACEMENT IN X DIRECTION
GF 0.356
FIRST 1.529
SECOND 1.513
TOP 1.343
FIGURE 12: MAX. SECTION DISPLACEMENT MM FLOOR WISE IN X DIRECTION
TABLE 9: MAX. SECTION DISPLACEMENT MM FLOOR WISE IN Z DIRECTION
MAX. SECTION DISPLACEMENT MM FLOOR WISE
FLOOR DISPLACEMENT IN Z DIRECTION
GF 0.571
FIRST 1.529
SECOND 1.513
TOP 1.343
0
0.5
1
GF FIRST SECOND TOP
JOINTDISPLACEMENT(MM)
FLOOR
DISPLACEMENT IN Z DIRECTION
DISPLACEMENT IN Z
DIRECTION
0
0.5
1
1.5
2
GF FIRST SECOND TOP
SECTIONDISPLACEMENT
(MM)
FLOOR
DISPLACEMENT IN X DIRECTION
DISPLACEMENT IN X
DIRECTION

TABLE 13: MAX. SECTION DISPLACEMENT MM FLOOR WISE IN Z DIRECTION
V. CONCLUSIONS
In this study, performance of institutional
building frames are studied considering various
combination and seismic parameters. Results of this
parametric study are as follows
1. In beam forces, maximum bending moment and
maximum shear force are calculated and it is
observe that second floor is critical and ground
floor is efficient because of direct contact with
soil and foundation.
2. In column force, maximum axial force is
calculated and it is observed that maximum load
is in base columns because it resist complete
load of institutional building and as seen in top
floor axial force is reduced up to 4 times of base
3. In joint displacement, maximum displacement is
seen in top floor in both direction ( X and Z
direction) but Z direction is more critical than X
direction.
4. In section displacement, maximum displacement
is seen in first floor section in both direction ( X
and Z direction)
REFERENCES
[1.] S.Mahesh and Dr.B.Panduranga Rao
Comparison of analysis and design of
regular and irregular configuration of multi
Story building in various seismic zones and
various types of soils using STAAD-
Volume 11, Issue 6 Ver. I (Nov- Dec. 2014),
PP 45-52
[2.] Kevadkar M.D., Kodag P.B., 'Lateral load
(loads due to earthquake, wind, blast, fire
hazards etc) (earthquake loads, wind loads,
blast, fire hazards etc) Analysis of R.C.C.
Building', International Journal of Modern
Engineering Research (IJMER), Vol.3,
Issue.3, May-June. 2013, pp-1428-1434.
[3.] Salehuddin Shamshinar, Stability of a six
storey steel frame structure, International
Journal of Civil & Environmental
Engineering, Vol.13 No.06, 2011. User
Manual STAAD.Pro.
[4.] Chopra, A. K., Dynamics of
Structures(1995): Theory and Applications
to Earthquake Engineering, Prentice-Hall.
Inc., Englewood Cliffs, New Jersey.
[5.] IS 1893 : 2002, Indian Standard criteria for
earthquake resistant design of frames, Part 1
General provisions and buildings, Draft of
Fifth Revision, Bureau of Indian Standards,
New Delhi, 2002.
[6.] IS 800:2007, ‘General construction in steel –
Code of practice Bureau of Indian standards,
New Delhi.
[7.] IS: 875(Part-1)- 1987 ‘Code of Practice for
Design Loads (Other than Earthquake)
buildings and frames’, Part-1 Dead load,
Unit weight of building materials and stored
materials, Bureau of Indian Standards, New
Delhi.
[8.] IS: 875(Part-2) - 1987 ‘Code of Practice for
Design Loads (Other than Earthquake)
buildings and frames’, Part-2 Imposed loads,
Bureau of Indian Standards, New Delhi.
[9.] IS: 875(Part-3) - 1987 ‘Code of Practice for
Design Loads (Other than Earthquake) for
buildings and structures’, Part-3Wind loads,
Bureau of Indian Standards, New Delhi.
0
0.5
1
1.5
2
GF FIRST SECOND TOP
SECTIONDISPLACEMENT
(MM)
FLOOR
DISPLACEMENT IN Z DIRECTION
DISPLACEMENT IN Z
DIRECTION

Static Analysis of G+2 Institutional Building in Bhopal

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