IRJET- Effect of Vertical Irregularities in R.C Frame Structures on Accuracy of Equivalent Non-Linear Static Seismic Analysis

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 06 Issue: 03 | Mar 2019 www.irjet.net p-ISSN: 2395-0072
© 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 5487
EFFECT OF VERTICAL IRREGULARITIES IN R.C FRAME STRUCTURES ON
ACCURACY OF EQUIVALENT NON-LINEAR STATIC SEISMIC ANALYSIS
Mary rosary.L1, Ramya.E2, Sasikumar.A3, Soundhirarajan.K 4
1, 2 PG Student, Dept of civil Engineering, Gnanamani college of Engineering, Tamil nadu, India
3
HOD, Dept of civil Engineering, VKS College of Engineering & Technology, Tamil nadu, India
4Asst prof, Dept of civil Engineering, Gnanamani college of Technology, Tamil nadu, India
---------------------------------------------------------------------***---------------------------------------------------------------------
Abstract - Pushover analysis is one of the most used
nonlinear static methods to assess the seismic performance of
regular buildings. Therefore, nowadays it is extensively used
by practicing engineers for the seismic analysis of virtually
every type of building and it has an advantage of simplicity
when compared to other dynamic methods. The present study
evaluates the accuracy of the non-linear pushover
analysis(NPA) in estimating the seismic demands of vertically
irregular frames in comparison with the exact results from
non-linear time history analysis (NLTHA).In this paper fifteen
vertically irregular frame models are analyzed with three
different heights and five types of vertical irregularities.
Vertical irregularities are introduced as per Indian standards
IS 1893:2002 (part I) namely stiffness irregularity, mass
irregularity, vertical geometry irregularity, in-plane
discontinuity in vertical elements resisting lateral force and
discontinuity in capacity. For each frame model, non-linear
time history analysis and non-linear pushover analysis are
performed using computer program SAP2000. For non-linear
time history analysis, three ground motions recorded at
different soil sites of India are used. Base shear forces and
storey drifts are computed for allmodels. Comparison between
the pushover analysis and time history analysis shows that
pushover analysis reasonably estimated the seismic demands
of the vertically irregular buildings and the estimated
pushover results have good correlation with the selected
ground motions.
Key Words: nonlinear static analysis, vertical
irregularity, base shear, Lateral displacement, R.C
building, time history analysis...Etc
1. INTRODUCTION
1.1 Seismic analysis
Seismic analysis is a major tool in earthquake
engineering which is used to understand the response of
buildings due to seismic excitationsina simplermanner.Itis
part of the process of structural design, earthquake
engineering or structural assessment and retrofit in regions
where earthquakes are prevalent. A building has the
potential to ‘wave’ back and forthduringan earthquake.This
is called the ‘fundamental mode’, andisthelowestfrequency
of building response. Most buildings, however, have higher
modes of response, which are uniquely activated during
earthquakes. The earliest provisions for seismic resistance
were the requirement to design for a lateral force equal to a
proportion of the building weight applied at each floor level.
Current Indian codes do not address the evaluation of
seismic resistance of existing building stock, which may not
have been designed for earthquakeforces.Further,adequate
codal provisions are lacking for strengthening of the
structural systems of seismically deficient buildings. The
present guidelines are intended to provide a systematic
procedure for the seismic evaluation of buildings which can
be applied consistently to a rather wide range of buildings.
Seismic analysis methods can be divided into the following
five categories.
i) Equivalent Static Analysis
ii) Response Spectrum Analysis
iii) Linear Dynamic Analysis
iv) Nonlinear Dynamic Analysis
v) Nonlinear Static Analysis
From the five types of seismic analysis, Non-linear dynamic
analysis and Non-linear static analysis is used in this paper.
2. OBJECTIVES AND SCOPES
The main objective of this work includes the following:
The main objective of this project is the study of
effect of vertical irregularities in frames on accuracy of
equivalent non-linear static seismic analysis.Nowa daysitis
extensively used by practicing engineers for the seismic
analysis of virtually every type of building and it has an
advantage of simplicity when compared to other dynamic
methods.
1) To obtain the response of G+4, G+7, G+11 storey RC
frame structure i.e., base shear and lateral displacementand
performance point by pushover analysis. Modeling and
analysis are achieved using SAP 2000 software.
2) The combine effect of vertical irregularities i.e.,
mass, stiffness and vertical setbacks are studied.
3) Non linear static analysis method is conducted for
zone-III according to IS 1893 2002 (Part 1) for medium soil
type.

4) All the five models are studied and analyzed using
pushover analysis.
3. PUSHOVER ANALYSIS
Pushover analysis is a static non-linear analysis method
where a structure is subjected to gravity loading and a
monotonic displacement controlled lateral load pattern
which continuously increases through elastic and inelastic
behavior until an ultimate condition is reached. Lateral load
may represent the range of base shear induced by
earthquake loading, and its configuration may be
proportional to the distribution of mass along building
height, mode shapes, or another practical means.
Output generates a static-pushover curve which
plots a strength-based parameter against deflection. For
example, performancemayrelatethestrengthlevel achieved
in certain members to the lateral displacement at the top of
the structure, or bending moment may be plotted against
plastic rotation. Results provide insight into the ductile
capacity of the structural system, and indicate the
mechanism, load level,anddeflectionatwhichfailureoccurs.
Non-linear static pushover analysis procedure was
formulated by two agencies namely, federal emergency
management agency (FEMA 356) and applied technical
council (ATC 40), under their seismic rehabilitationprogram
and guidelines.
3.1 Pushover curve
A Pushover analysis is performed by subjecting a
structure to a monotonically increasing pattern of lateral
loads, representing the inertial forces which would be
experienced by the structure when subjected to ground
shaking. Under incrementally increasing loads various
structural elements may 26 yields sequentially.
Consequently, at each event, the structure experiencesa loss
in stiffness. The main output of a pushover analysis is in
terms of response demand versus capacity. If the demand
curve intersects the capacity envelope near the elasticrange
then the structure has a good resistance.
If the demand curve intersects the capacity curve
with little reserve of strength and deformationcapacitythen
it can be concluded that the structure will behave poorly
during the imposed seismic excitation and need to be
retrofitted to avoid future major damage or collapse.
4.2 Demand Curve
Demand spectrum can be obtained from the
conversions of ATC, which is obtained between spectral
acceleration and spectral displacement. Both the demand
spectrum and capacity curve are converted into same units
as they have to be superimposed in one graph to obtain the
performance point of the structure.
4. NUMERICAL MODELLING
A Reinforced concrete three structures representing low
(G+4), medium (G+7) and high (G+11) rise reinforced
buildings are considered in this study. Using equivalent
static lateral force method for zone-III for soil type-II
(Medium soil) as per IS 1893(part 1):2002, five type of
irregularities (Stiffness irregularity, mass irregularity,
vertical geometry irregularity, in-plane discontinuity in
vertical elements resisting lateral force and discontinuity in
capacity) are introduced to the buildings. Five types of
irregular models with regular frame model and three
different storey structures makes a total numbers of sixteen
frame models.
All models are designed as per Indian codes IS 456-
2007 and IS 1893-2002.Basic dimensions and loadings are
taken from the previous works by Kard (2007) and Kadid
(2008). As per codal provisions loading combinations are
taken as 1.5(DL+LL).Models are created and analyzed bythe
Structural analysis Program SAP2000.
5. PRELIMINARY ASSUMED DATA:
Descriptions of Building
Structure type: Special Moment Resisting Frame [SMRF]
Plan dimension: 4 x 4m
Slab thickness: 150 mm
Storey height: All models have a uniformheightof3m except
SI4, SI7 and SI11 model‘s bottom storeys.SI4, SI7 and SI11
have a bottom storey height of 5m. [Soft storey frame-SI]
Height of building: G+4, G+7, G+11 = 5, 8,12storeys.
Grade of concrete: M25.
Grade of steel: Fe415.
Column size: bottom storey columns - 600x600 mm and
other columns - 500 x 500 mm.
Beam size: 230 x 600 mm.
Density of Brick wall: 18Kn/m³
Live load: 3.0Kn/m³
Floor finish: 1.0Kn/m³
Commercial loading for Mass irregularity: 5.0Kn/m²
Seismic zone: Zone III
Zone factor: 0.16
Soil type: Type 2(Medium soil)
Importance factor: 1
Response reduction factor: 5.0(SMRF)
6. PUSHOVER ANALYSIS RESULTS
6.1 Hinge results
After the analysis, SAP2000 shows the pushover results for
each step. Results shows the five points labeled A, B, C, D,
and E are used to define the force deflection behavior of the

hinge and three points labeled IO, LS and CP are used to
define the acceptance criteria for the hinge. (IO, LS and CP
stand for Immediate Occupancy, Life Safety and Collapse
Prevention respectively.)The values assigned to each of
these points vary depending on the type of member as well
as many other parameters defined in the ATC-40 andFEMA-
273 documents. The typical regular G+7 model Pushover
analysis Hinge results are shown in Fig 1.
Fig -1: Failure Pattern of RF7 (regular frame) Model
7. PUSHOVER CURVE RESULTS
In SAP2000 pushover curves are obtain in the form of
capacity curves and capacity demand curves.
7.1 Capacity Curve
Figure 2 shows the failure pattern (Capacity curve)
of RF7 Model at the performance point of the buildings.
Performance point is the junction of demand created by the
earthquake and resistance provided by the building
(capacity).It is determined by the ATC 40 Capacityspectrum
curve
Fig -2: Capacity Curve
7.2 Demand Curve
Figure 3 shows that the demand curve and it lies
near the yield region and it means structure safe during an
earthquake and the figure 3 also shows the performance of
the building frame.
Fig -3: Demand Curve
7.3 BASESHEAR RESULTS
Base shear results shows the maximum base shear
utilized by the buildings to the corresponding roof
displacements. Figure 4 shows the base results of RF4, RF7
and RF11 models.
Fig -4: Base shear Results of G+4 Models
Figure 4,5 and 6 shows the base shear results of G+4,G+7
and G+11 models.
7.4 Storey drift results
The Storey drift can be defined as the ratio of roof
displacement to the height of the story measured from the
top of the RC footing to the center line of the RCbeam.Figure
7, 8 and 9 shows the storey drift results G+4, G+7and G+11
models respectively.

Fig -7: Storey Drifts of G+ 4 Models
8. TIME HISTORY ANALYSIS
In Time history analysis, past Earthquakes Acceleration
vs. time data‘s are used for Analysis. SAP2000 is the
software tool used for time history analysis. In this study
three ground motion records are used for analysis. The
earthquake records are downloaded from IIT Roorkee
website (http://pesmos.in/2011). Time history data is
selected between peak ground acceleration of 0.3-0.4 g and
magnitude of 4-5.1. All three records are taken from three
different earthquake zones of India and same soil type.
8.1 Time history accelerogram
Accelerograms are directly input to the SAP2000
Program by the time history function option. Accelerogram
data‘s are drawn between acceleration in m/s2 in vertical
axis and time in seconds inhorizontal axis. Noida earthquake
accelerogram contains 6000 records in the interval of 0.005
seconds.
Fig -10: Input Accelerogram for Noida Earthquake
Uttrakashi earthquake accelerogram contains
13000 records in the interval of 0.005 seconds and
Assam earthquake accelerogram contains 13100
records in the interval of 0.005 seconds.
Fig -11: Input Accelerogram for Uttrakashi Earthquake

Fig -12: Input Accelerogram for Assam Earthquake
8.2 Base shear results
Time history analysis results are obtained by
selecting base shear in vertical side and time data in
horizontal side in the output results. From the 48 base
shears vs. time results, RF4, RF7 and RF11 frame results are
shown in the following figures. For storey drift results,
envelope curve is used for obtaining results of respected
strong ground motions. Graph drawn between base shearin
kN in vertical axis and time in seconds in horizontal axis.
Fig -12: Base shear Results for Noida Earthquake
Fig -13: Base shear Results for Uttrakashi Earthquake
8.3 STOREY DRIFT RESULTS
The Storey drift can be defined as the ratio of roof
displacement to the height of the story measured from the
top of the RC footing to the center line of the RC beam. For
time history analysis results,envelopcurveisusedforstorey
drift calculations. From the eighteen models, six G+4 storey
drift results are graphically represented by Figures15 to 20.
Fig -14: Base shear Results for Assam Earthquake
Fig -15: Regular Frame Model Storey Drift
Fig -16: Mass Irregular Model Storey Drift

Fig -17: In plane irregular frame Storey Drift
Fig -18: Vertical Geometry Irregular frame Storey Drift
Fig -19: Weak storey Irregular frame Storey Drift
Fig -20: Soft storey Irregular frame Storey Drift
9. RESULTS AND DISCUSSIONS
Main objective of the thesis is to check the accuracy of the
pushover analysis for vertically irregular frames. Time
history analysis results show the actual response ofselected
earthquake accelerograms. Pushover analysis results show
the pre estimated seismicanalysisresults.Sothecomparison
between these methods gives the clear idea about the
accuracy of pushover analysis. In this chapter comparison
should be done by the store driftresults.Forthecomparison,
average curves of time history storey driftresultsareused in
this study. Figures 21-23 shows the comparison between
pushover and time history storey drift results of G+4, G+7
and G+11 models.
Fig -21: Comparison of Storey Drift Results of G+4 Models

10. CONCLUSION
The main objective of this thesis work is to estimate the
effects of vertical irregularities in RC frames by the non-
linear static analysis (pushover analysis)andtheaccuracyof
the pushover analysis is verified by the non-linear time
history analysis. As per IS 1893-2002 part I five types of
vertical irregularities are used in this study namely the
Stiffness irregularity, mass irregularity, vertical geometry
irregularity, in-plane discontinuity in vertical elements
resisting lateral force and discontinuity in capacity. Three
different storey frames (G+4, G+7 and G+11) and three
different ground motion records are used for time history
analysis. Both the analyses are done using the SAP2000
program. Base shear forces and Storey drift results are
obtained from the analysis. Results of this study give the
following conclusions
10.1 BASESHEAR RESULTS
1) From base shear results, it is found that the vertical
geometry irregular framesgivethemaximum baseshear and
soft storey irregular frames give the minimum base shear.
2) When compared to regular frame vertical geometry
Irregular frames gives the 45 % increase in base shear and
soft storey irregular frames gives the 57 % decrease in base
shear.
3) From the total base shear results, increase in
number of storey increases the displacement demand of the
models that means G+ 4 storeys give the minimum base
shear force and G+ 11 storeys give maximum base shear at
roof level.
10.2 Storey drift results
1) From the storey drift results, it is found that soft
storey Irregular frame gives maximum storey drifts and
weak storey Irregular frame gives minimum storey drifts.
2) When compared to regular frame soft storey
Irregular frames gives the maximum 55 % increaseinstorey
drift and weak storey irregular frames gives the maximum
17 % decrease in storey drift.
3) When compared to all models G+4 models givesthe
maximum drift for all irregularities
10.3 General conclusion and recommendations
Comparison between the pushoveranalysisandtimehistory
analysis storey drift results gives the following conclusions:
1) Pushover results are close up to 32 % for lower
storeys and 57 % deviation in the upper storeys.
2) PushoverresultsaremoreaccurateinG+11models
and less accurate in G+ 4 models. So higher number of
storeys increases the accuracy of pushover analysis.
REFERENCES
1) ATC40 (1996), Seismic evaluation and retrofit of
steel buildings, ATC 40, Red wood City, CA.
2) Athanassiadou C.J (2008), ―Seismicperformanceof
R/C plane frames irregularinelevation,ElsevierEngineering
Structures journal, No.30, pp.1250–1261.
3) BIS (2002), ―IS 1893 (Part 1): 2002—Indian
Standard Criteria for earthquake Resistant Design of
Structures, Part 1: General Provisions and Buildings (Fifth
Revision), Bureau of Indian Standards, New Delhi.
4) BIS (2000), ―IS 456: 2000—Indian Standard Plain
and Reinforced Concrete-Code of Practice(FourthRevision),
Bureau of Indian Standards, New Delhi.
5) ChintanapakdeeandChopra (2004),―EvaluationOf
Modal Pushover Analysis using Vertically Irregular Frames,
ISET Journal of Earthquake Technology, No.10, pp.29-54.
6) Chopra A.K. and Goel, R.K (2002), ―A Modal
Pushover Analysis Procedure for Estimating Seismic
Demands for Buildings,EarthquakeEngineering&Structural
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7) Cimellaro and Giovine (2014), ―Bidirectional
Pushover Analysis of Irregular Structures, ASCE Journal of
Structural Engineering, No.140.
8) Clintha E and Kunnath SK (2012), ―Adaptivemodal
combination procedure for nonlinear static analysis of
building structures, ASCE journal of Structural engineering,
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9) CSI (2014), ―SAP2000: Integrated Software for
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IRJET- Effect of Vertical Irregularities in R.C Frame Structures on Accuracy of Equivalent Non-Linear Static Seismic Analysis