“Comparative Analysis of RC Multi-Storey Building Framed Structure With and Without Considering P-Delta Effect”

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 10 Issue: 08 | Aug 2023 www.irjet.net p-ISSN: 2395-0072
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“Comparative Analysis of RC Multi-Storey Building Framed Structure
With and Without Considering P-Delta Effect”
Yash Katare1, Prof. Anubhav Rai2
1M-Tech Student, Structural Engineering, Gyan Ganga Inst. Of Technology & Sciences, Jabalpur, M.P. India
2Prof. & Head of Civil Engineering Department, Gyan Ganga Inst. Of Technology & Sciences, Jabalpur, M.P. India
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Abstract - In this exploration work correspond of four
structure models with G 13 storey height and analysis is done
with and without considering the P- Delta effect with Staad
Pro Software. In this work the following parameters are used
like Size of Column = 500 mm X 650 mm Beam = 500 X 600
mm, Height of each bottom = 3.5 m, ConsistenceofArbor=180
mm, Support- Fixed Support, arbor dead cargo4.5 KN/ mm2,
masonry cargo13.34 KN/ m, for alcazar4.60 KN/ m, bottom
finish1.0 KN/ m2, Live cargo on typical bottoms = 3.0 kN/ m2,
Live cargo seismic computation = 0.75 kN/ m2 and other
parameter similar as Seismic Zone- III and V, Type of soil-
Medium Soil, Analysis Done With and Without Consideration
of P- Delta Effect for Each Models, Damping = 5( as per table-
3 clause6.4.2), Zone factor for zone III, and V, Z =0.16and0.36,
significance Factor I = 1.5( Important structure as per Table-
6), Response Reduction Factor R = 5 for Special RC Moment
defying Frame( Table- 7), Sa/ g = Average acceleration
measure( depend on Natural abecedarian period). In this
exploration work the 4 model of different fabled withconsider
two seismic zone, medium soil condition with and without
considering P- Delta effect that's total 16 models are
anatomized by the software andrelativeanalysis isdone in the
term of Maximum storey relegation, maximum bending
moments, maximum shear force and maximum axial force.
Key Words: P-Delta effect, second order effect, building
models, storey drift, storey displacement, seismic zones.
1. INTRODUCTION
In conventional first order structural analysis, the
equilibrium is expressed in terms of the figure of the
disfigured structure. In case of linearly elastic structure,
relation between relegation and external force is
commensurable. In addition, stress- strain relationship of
material is direct. therefore, by description, this system
excludes nonlinearity, but it generally representsconditions
at service loads veritably well. Thefirstorderelastic analysis
is grounded on following hypotheticals( 1) Material behaves
linearly and hence all yielding effect can be ignored.( 2) The
member behaves linearly, and the member insecurity effect
similar as those caused by axial contraction( thesearecalled
P- δ goods), which reduces the member’s flexural stiffness,
can be ignored.( 3) The frame also behaves linearly, and the
frame insecurity goods, similar as those caused by the
moments due to vertical frame deviation and graveness
loads acting on the displaced structure( these are called P- ∆
goods), can be ignored. Though the first – order elastic
analysis provides an ‘ exact result ’ that satisfies the
conditions of comity and equilibrium of the disfigured
structure, it doesn't give any informationabouttheinfluence
of malleability and stability on the behaviours of the
structure. Hence, these influences are typically handed
laterally in member capacity checks. A first- order elastic
analysis is sufficient for normal framedstructures, whichare
braced against sway, still, first- order elastic analysis won't
yield sufficiently accurate results for some suspense
systems, bends, altitudinous structures, and structure
subordinated to early localized yielding or cracking.
Modeling of Building Frames A RCC Structure is for the
utmost part a gathering of shafts, Columns, Crossbeams and
establishment connected to one anotherasa solitaryunit.By
and large the exchange of burden in these structures is from
section to bar, from bar to member incipiently member to
establishment which therefore moves the whole burden to
the dirt. In this examination, we've embraced colorful cases
by awaiting colorful shapes for the structure displayed
exercising STAAD- Pro. We've embraced three cases by
awaiting distinctive arrangement of L- Shape.
1.1 Building Plan Configurations
Fig.1.2a Common Plan of building

Fig. 1.2b Common Plan of building
In this research work, the Building Plan configuration as L-
shape with G+13 each floor height 3.5m. Buildingislocatein
seismic zone III & V with Medium.
1.6 OBJECTIVE OF WORK
The objective of the study comprises of the following:
1. To study the different RC Building of L-shape Models of P
Delta analysis
2. To Perform the Delta effects influence the variation of
responses of structure
3. To compare the different model of RC structures in zone
III and V.
2. LITRERATURE REVIEW
Payal N. Shah, V.G jadhav:- They studied that Non-linear
dynamic analysis of stepped building structure with
considered P-Delta effect. They aretakenG+14RCCbuilding
with irregularities of the structureswithdifferent parameter
are used like seismic zone V, zone factor 0.36, importance
factor one with damping ratio five, IL for residential and
commercial as 2.0 and 3.5 KN/m2, with every floor height is
taken three meter and bricks infill walls of230mm,property
of the 300X600mm and 230X600mm as columns andbeams
respectively. They analysed and designed the RCC G+14
model with irregularities building by using Time History
Method in SAP200V16 considering P-Delta effect. They
performed the structure in the term of baseshearstorydrift,
overturning moments and found that the effect of P-Delta
effect in the building needs to be considered and controlled.
Swathi Hasabi, M.B. Mogali (2019):- They studied that
G+10 storey RCC building of plan configuration 22.5m by
22.5m with 30.6m height of building with and without P-
Delta effect. They analysed the building structure in seismic
zone II & III with different load combination applied as per
IS:456:2000 with the help of ETAB 2016 structural software
and considering Linear Static AnalysisandNon-LinearStatic
Analysis ( P-Delta effect). They also used different
parameters like section of columns 0.5mX0.5m, beams as
0.3mX0.6m, thickness of slab 0.100m, storey height 3.0m,
M25 & M30 grade of concrete, tow earthquake regions as II
& III with medium soil condition. Theyobservedthatsecond
order analysis increase the moments, deflection and force
beyond by the results of first order analysis and also
increase the slenderness ratio. Sivalekshmi S Pillai,
Chaithra (2019):- They analyzed Ten Storey building of
polypropylene fiber reinforced concrete structure, due to
secondary moment consideration- analysed the second
order effect including in every structure where axial load is
subjected. The analysed the structure of G+19 of building
plan configuration 28m x 15m with base height of 4m and
typical floors height of 3.5m in moderate earthquake region
III, medium soil condition, consider general structure as
importance factor taken as 1, damping factor 1 for the
damping ratio five percent and all the model was completed
by Etab Software. They observed that the maximum
displacement and storey drift is found in 10th storey of the
structure when considering the delta effect on the structure.
Bhavani Shankar,DheekshithK,NaveenKumar(2017):-
They are worked on the different six models of 5, 10,15, 20,
25 and 30 storey of the 28m by 15 in plan of building
structure with and without P-delta effect in three region of
the III, IV & V and other parameters are used as per Indian
Standard Code by using ETAB Software and complied the
models. They found that in conventional building have less
displacement as compared todelta Effectonthe buildingand
also found that the storey drift in model is more when
considering the effect of the delta on the building. Rupali
Bondre, Sandeep Gaiwade (2016) :- They are performed
the six different storey 5 to 30 with interval of 5 storey as
15m to 90 m of 15m interval with the help of Linear Static
Analysis and P-Delta effect with different parameters are
used like storey height of three metres of building plan
configuration 25m by 20m with 5m of bay length in both
direction and this structure is locatedinIIIrdzoneofIndiaas
per Indian Code. They observed that the displacement
changes exponentially under theeffectofP-Delta withheight
increasing and also the axial forces change rapidly over the
Linear static methods if Delta is performed.
3. MATHEDOLOGY
In This research work deals with relative study of different
earthquake behaviour of with and without P-Delta Effect on
multistorey building structures G+13 of same plan
configuration. These building frame structure of L-shape
Medium soil condition and two seismic zone under the
Earthquake effect as per IS 1893(partI) -2002staticanalysis
and also analysed nonlinear static analysis by using STAAD
PRO Software. Comparative Analysis is done in the term of
study of analysis in terms of Max. Bending moment, Max.
Storey Displacement, Max shear force and axial forces has
been carried out.

3.1 Flow Chart
Fig -3.1: Flow Chart
4. MODELLING AND PROBLEM FORMULATION
4.1 MODELLING OF BUILDING FRAMES
STAAD.Pro is a general purpose program for doing the
analysis the structure with different types Models and two
seismic zone III & V. The following three activities must be
performed to achieve that goal-
a. Model generation using STAAD.Pro
b. The calculations to determine the analytical results
c. Result check is all encouraged by apparatusescontainedin
the system's graphical surroundings.
4.2 STRUCTURAL PARAMTERS
Type of Building: Reinforced Concrete Framed Structure,
Name of Models- Model-I (G+13), Size of Column=500mm X
650mm, Beam = 500 X 600mm, Height of each floor = 3.5m,
Thickness of Slab= 180mm, Support- Fixed Support
4.3 SEISMIC PARAMTERS
As per IS 1893-2002, Seismic Zone- III and V, Type of soil-
Medium Soil, Analysis Done- With and Without
Consideration of P-Delta Effect for Each Models, damping =
5% (as per table-3 clause 6.4.2), Zone factor for zone III, and
V, Z=0.16 and 0.36, Importance Factor I=1.5 (Important
structure as per Table-6), Response Reduction Factor R=5
for Special RC Moment Resisting Frame (Table-7), Sa/g=
Average acceleration coefficient (depend on Natural
fundamental period).
4.4 LOADING CONDITIONS
(a) Dead Load
(b) Live Loads
as per IS: 875 (part-2) 1987, Live Load on typical floors =
3.0kN/m2, Live Load seismic calculation = 0.75kN/m2
(c) Earth Quake Loads
All frames are analyzed for two earthquake zones
The seismic load calculation are as per IS: 1893 (2002).
4.5 LOAD COMBINATION

5. RESULT ANALYSIS
5.1. MAXIMUM DISPLACEMENTS
Table-5.1.1.Maximum Displacement(mm)inXdirection
Fig.-5.1.1. Maximum Displacement (mm) in X direction.
Fig.- 5.1.2. Maximum Displacement (mm) in Z direction
Table- 5.1.2. Maximum Displacement (mm) in Z
direction

5.2. MAXIMUM BENDING MOMENTS
Table- 5.2.1. Maximum Bending Moments in KN-m of
Model-I (G+13)
Fig.- 5.2.1. Maximum Bending Moments in KN-m of Model-
I (G+13)
5.3. MAXIMUM SHEAR FORCE
Table- 5.3.1. Maximum Shear Force in KN of Model-I
(G+13)
Fig. - 5.3.1. Maximum Shear Force in KN of Model-I (G+13)

5.4. MAXIMUM AXIAL FORCE
Table- 5.4.1. Maximum Axial Force in KN of Model-I
(G+13)
Fig. - 5.4.1. Maximum Axial Force in KN of Model-IV (G+13)
6. CONCLUSITION
It is seen that that the maximum storeydisplacementat14th
storey of the building in each cases such as with and without
p-delta effect in both the seismic region and minimum
displacement at first storey while in each cases zero
displacement at the base of the structurein Xdirectionof the
structures.
It is found that the storey displacement is increasedwiththe
number of storey increased it means that if the storeyheight
is increased displacement is also increased.
It is observed that the maximum displacement in seismic
zone V with and without effect of the P-delta when
comparing to seismic zone III with same effect of Delta.
It is seen that the in minimum bendingmoment206.024 KN-
m at 14th storey and 395.963 KN-m at 14th storey and
maximum bending moment 524.042 KN-m at 5thstorey and
713.979 KN-m at 5th storey in without and with P-delta
effect respectively in earthquake region III.
It is seen that the in minimum bendingmoment499.642 KN-
m 14th sotrey and 634.314 KN-m 14th storey andmaximum
bending moment 817.658 KN-m 5th storeyand949.726 KN-
m at 4th storey in without and with P-delta effect
respectively in earthquake region V.
As comparing themaximumbendingmoment817.658KN-m
at 4th floor in zone V minimum bending moments 206.024
KN-m at 14th floor in Zone-III in without considering the P-
delta effect.
As comparing themaximumbendingmoment949.726KN-m
at 4rd floor in zone V minimum bending moments 395.963
KN-m at 14th floor in Zone-IIIinwithconsideringtheP-delta
effect.
It is seen that the minimum shear force 122.1891 KN and
166.9494 KN at 14th floor and maximum shear force
253.600 KN at 5th floor and 279.5684 KN at 5th floor in the
cases of without and with considering P-Delta Effect in
earthquake zone III.
It is seen that the minimum shear force 149.128 KN and
193.1864 KN at 14th floor and maximum shear force
493.971 KN and 484.0294 KN at 3rd floor in the cases of
without and with considering P-Delta Effect in earthquake
zone V.
As comparing the maximum shear force 439.971 KN at 3rd
floor in zone V and minimum shear force 122.891 KN at14th
floor in Zone-III in without considering the P-delta effect.
As comparing the maximum shear force 484.0294 KN at 3rd
floor in zone V and minimum shear force 166.9494 KN at
14th floor in Zone-III in with considering the P-delta effect.
It is found that minimum axial force 620.109 KN and
620.146 KN at 14th storey and maximum axial force
11174.409 KN and 11357.664 KN at 1st storey in the both
cases without and with P-Delta Effect in seismic zone III.
It is found that minimum axial force 620.109 KN and
620.146 KN at 14th storey and maximum axial force
11358.477 KN and 11357.664 KN at 1st storey in the both
cases without and with P-Delta Effect in seismic zone V.
As comparing the zone wise, the minimum axial force
620.109 KN at 14th storey in both zone and maximum axial

force 11358.477 KN at 1st storey level in zone V in without
considering the P-Delta Effect.
As also comparing the zone wise, the minimum axial force
620.146 KN at 14th storey in both zone and maximum axial
force 11357.664 KN at 1st storey level in zone V in with
considering the P-Delta Effect.
REFERENCES
[1] Payal N Shah, V G Jadhav-“Non-Linear Dynamic Analysis
of Stepped RCC Building Considering P-Delta Effect”,
Journals of Engineering Research and Application,ISSN:
2248-9622, PP 20-22.
[2] A. Gupta and H. Kraeinler- “Dynamic P-Delta Effect for
Flexible Inelastic Steel Structure”, Journals of Structural
Engineering, Vol. 126, No. 1, January 2000, PP 145-154.
[3] Swathi Hasabi, M.B. Mogali-“Evaluation of P-Delta Effect
in Seismic Response of Tall Structure”, International
Research Journals of Engineering and Technology, e-
ISSN: 2395-0056, Volume: 06, Issue: 07, July 2019, p-
ISSN: 2395-0072.
[4] Sivalekshmi S Pillai, Chaithra- “P-Delta Analysis on
Polypropylene Fiber-Reinforcement Concrete
Structure”, Internationals Research Journals of
Engineering and technology”, e-ISSN: 2395-0056,
Volume 06, Issue 04, April 2019, p-ISSN: 2395:0072.
[5] Bhavani Shankar, Dheekshit K, Naveen Kumar-
“Internationals Research Journals of Engineering and
technology”, e-ISSN: 2395-0056, Volume 04, Issue 08,
August 2017, p-ISSN: 2395:0072.
[6] Rupali Bondre, Sandeep Gaikwal-“Analysis of Structure
with Respect to Linear Static Analysis Using P-Delta
Effect”, Vol-2, Issue-4, IJARIIE-ISSN(O)-2395-4396.
[7] IS: 875 (Part 1)-1987 Code of practice for design loads
(Other than Earthquake) for buildings and structures,
Bureau of Indian Standard, New Delhi, India
[8] IS 875 (Part 2)-1987. ―Code of Practice for design loads
(other than earthquake) for building and structure‖,
Part 2, mposed loads. B S, Manak Bhawan, New Delhi,
India.
[9] IS 875 (Part 3)-1987, ―Code of Practice for design loads
(other than earthquake) for building and structure‖,
Part 3, Wind Loads, B S, Manak Bhawan, New Delhi,
India.
[10] S 456:2 ―Plain and Reinforced concrete-code of
practice‖, B S, Manak Bhawan, New Delhi, India.

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