IRJET- Design and Analysis of G+10 Building from Euro Code

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 05 Issue: 11 | Nov 2018 www.irjet.net p-ISSN: 2395-0072
© 2018, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 971
DESIGN AND ANALYSIS OF G+10 BUILDING FROM EURO CODE
Ms. Archana Tripathi
M.Tech Student, Department of Civil, Gyan Ganga Institute of Technology and Science, Jabalpur, Madhya Pradesh, India.
---------------------------------------------------------------------***---------------------------------------------------------------------
Abstract:- This exam concentrates on relationship of
International measures. The pickedbenchmarksareEurocode,
IBC (American Society of helper Engineers). The investigation
in like way energizes in understanding the govern
contributing included substances which impel poor execution
of Structure amidst the shake, while in travel to accomplish
their pleasing secure lead underneathdestinyseismictremors.
The shape isolated is symmetrical, G+10, Special RC minute
resting portray (SMRF). Appearing of the structure is finished
by staad capable. V8i programming. Day and age of the
structure in each the bearing is taken from the thing and as
demonstrated by the three measures 3 models are made. The
Lateral seismic powers are found out physically. The Lateral
seismic powers are figured by ground unsurprising with
different codes in X and Z bearing and are related with the
Center of gravity of the shape. The illustrativeconsequences of
the variation structures are then tended to graphically and
alive and well, it's miles taken a ganderatand isolatedlooking
any essential separations. This examination concentrates on
investigating sorts inside the outcomes got using the three
codes i.E. Eurocode and IBC (ASCE) .A close research is done
the extent that Base shear, Displacement, Axial load, Moments
in Y and Z heading for picked parcels what's more separating
Displacement, Axial load, Moments in Y and Z bearing Floor
able of different codes for same picked portions. Joined
through relative research of Displacement, shear Y, Torsion
and Moment Z of picked sections on each floor for various
general codes.
Watchwords: American Society of assistant Engineers
(ASCE), SMRF.
1. INTRODUCTION
Ordinary debacles which join shakes, Tsunamis, Landslides,
Floods et cetera. Makes genuine damage and persisting
individual by strategies for falling many structures, finding
or killing individuals, cutting off conveyance systems,
deterring of course structures, animals dangers and so on.
Such calamitous occasions are massive askingforconditions
to the progress of progress. Nevertheless, basic engineers
play a principle position in restricting the damages by using
right arranging the systems or by right material choices or
right structures way and taking other profitable judgments.
This includes taking in the shudders, lead of the substances
of age and structures and the sum to which essential pros
make usage of the data in taking proper choices in arranging
the systems made of upheld bond. Seismic tremors are
portrayed as a vibration of the world's floor that happens
after a landing of value inside the world's outside. Since the
world's outside layer is included different plates which can
be continually moving step by step,vibrationscanrisewhich
accomplish little shakes. Most seismic tremors are close to
nothing yet aren't easily felt. Greater and fierce seismic
tremors are those which occur in a dispatch of
imperativeness as the plates slide past or collide with each
other. The qualities involving significance, length, and so on.
Of seismic floor vibrations expected at any range depend on
the extent
Objective of the Project
The first target of this undertaking is to pass on out thebasic
contributing parts which cause dreadful general execution
for the length of the tremor and make pointers which must
be considered in plotting the multistoried strengthened
strong homes with the objective that you can get their
adequate secure direct under destiny seismic tremors.
Seismic tremor codes were changed and revived depending
at the updates inside the depiction of floor developments,
soils and structures. Euro code eight and International
development standard (ASCE). A relative examination
changed into completed the process of in regards to Base
shear, Displacement, Axial load, Moments in Y and Z course
for picked segments and furthermore evaluating
Displacement, Axial load, Moments in Y and Z course Floor
sharp of different codes for level with settled on sections.
Joined by technique for close evaluation of Displacement,
shear Y, Torsion and Moment Z of picked bars on each
ground for one of kind codes.
Arrangement Codes and Specifications
Structures should be arranged and created as per the
courses of action of a development law, that is a legitimate
report containing necessities related with things like
assistant prosperity, fireplace security, funnels, ventilation,
and accessibility to the physically disabled. A development
law has the heaviness of law and is controlled by a
regulatory substance exhaustive of a city, a territory, or for
several huge metropolitan zones, a set pros. Development
laws do never again give design systems, however
demonstrate the arrangement necessities and prerequisites
that should be upbeat. Of correct centrality to the
fundamental pro is the arrangement of slightest stay
hundreds for homes. While the creator is maintained to
explore the honest to goodness stacking conditions and
attempt to pick realistic regards, the shape ought to befitfor
help those uncommonimmaterial hundreds.Despitethe way
that two or three colossal towns create their own particular
development laws, various districts will get an "adjustment"

development standard and change it to facilitate their
specific needs. Show codes are created through various
altruistic social occasions in a shape that is effectively taken
after by methods for Eurocode 8 and International creating
code (ASCE). A comparable examination changed into
completed in articulationsof Base shear,Displacement,Axial
load, Moments in Y and Z course for picked segments and
moreover taking a gander at Displacement, Axial load,
Moments in Y and Z way Floor clever of different codes for
same settled on portions. Ran with by methods for close
appraisal of Displacement, shear Y, TorsionandMomentZof
picked shafts on each ground for prohibitive codes. Locale
stays for American Railway Engineers Association; This is
guide of railroad building.
Weights: Forces for which a structure ought to be
proportioned. Weights that follow up on shape can be
parceled into three groupings.
Dead Loads: Dead loads are the ones which are
unsurprising in essentialness and settled in range at some
stage in the lifetime of the structure together with: ground
fill, end ground, and put rooftop for homes and passing on
surface, walkways, and reducing for ranges.
Live Loads: Live hundreds are the ones which are either
totally or deficiently in territory or not favoring by any
extend of the creative energy, may trade region; the
unimportant stay masses for which the ground surface and
best of a building must be formed are frequently laid out in
development law that speaks to at the page of age (seeTable
1 - "Slightest Design Loads for Buildings and Other
Structure.")
Serviceability
Serviceability requires that
1. Deflections be capability little;
2. Cracks if any be put away to a decent points of
confinement;
3. Vibrations be limited.
Wellbeing
A structure should be protected against fall; power of the
shape should be alright for each of the hundreds that may
follow up on it. In the event that we should construct homes
as outlined, and if the majorityandtheirinternal impactscan
be expected as it ought to be, we do now not must dread
around assurance. Be that as it may, there arevulnerabilities
in:
1. Actual burdens;
2. Forces/masses is most likely administered in a way
particular from what we accepted;
3. The suppositionsinassessment won't beabsolutelyright;
4. Actual conduct is likely selective from that accepted; and
numerous others.
At long last, we might truly want to have the structure safe
towards weak disappointment (continuous disappointment
with adequate cautioning allowing healingmeasuresismost
well known to an amazing or fragile disappointment).
Tremor or seismic execution characterizes a shape's
capability to save its critical abilities, such help security and
serviceability, at and after a particular quake introduction. A
structure is usually viewed as sheltered on the off chance
that it does now not jeopardizethelivesandpleasantlybeing
of these in or round it by utilizing incompletely or totally
falling. A shape might be mulled over serviceable on the off
chance that it could satisfy its operational highlights for
which it transformed into outlined. Fundamental thoughts
of the quake building, actualized inside the basic developing
codes, accept that a building should live to tell the story a
remarkable, exceptionally extraordinary seismic tremor
through supporting significant mischiefhoweverwithout all
inclusive crumbling. On the inverse hand, it need to keep on
being operational for more prominent regular, howeverless
serious seismic exercises.
2. LITERATURE REVIEW
Wight and Sozen (1975) analyzed twelve solid section
examples underneath anarrangementofloadinversionsand
watched the benefit of the hub stack which behindtimetable
the rot in quality andfirmnessofsegmentsunderneathcyclic
stacking. They verifiedthatenoughtransversefortificationis
needed for keeping the center and consequently to diminish
the vitality and firmness misfortune. Abrams (1987a)
considered the effect of pivotal load at the turned around
parallel cyclic stacking ofsectionsandwatchedthatthe extra
hub stack Extended the firmness, flexural vitality and shear
capacity. The essayist found that the type of the hysteretic
circle changed into provoked by utilizing the assortment of
pivotal power variation and the expense of progress of hub
drive with parallel redirection.SaatciogluandOzcebe(1989)
tried finish scale sections underneath gradually connected
parallel load inversions. Test parameters had been pivotal
load, restriction support and distortion way. They proposed
quickened firmness debasementandearlypowercorruption
with expansion of hub loads. The creators presumed that
decision of a legitimate control arrangement is a more
3. METHODOLOGY
The method labored out to gain the noted objectives is as
follows:
1. Modeling of the selected building in Staad seasoned.V8i
Software.
2. Retrieved term of shape from the software program.
3. Three fashions as per the codes i.E. Eurocode,
specification have been made.

4. Applied manually calculated Lateral seismic forces and
load mixtures as in line with IS 1893-2002, Eurocode.
5. analysed the models and graphical and tabular
representation of the data is presented.
Time Period
The equal static methods undertake seismic coefficient,
which depends at the herbal term of their vibration of the
structure, the term is needed for earthquake resistance
design of the structures and to calculatethebaseshear.Time
period of the structure is been takenfromthesoftwareStaad
pro. Time length in sec:
For X route: zero.756
For Z direction: 1.005
These values of time period of the shape is taken and the
bottom shear for Euro code is calculatedrespectivelyin both
X and Z course.
Distribution Of The Horizontal Seismic Forces
Different load calculation and base shearcalculationmethod
has been adopted for distinct codes as designated inside the
respective codes. I.E. IS 1893-2002, Euro code. The base
shear is calculated and is shipped alongside the height of the
building at every ground. The lateral seismic pressure (kN)
brought on at any stage is decided as exact within the codes.
EURO CODE Eight EN 1998-1:2004
Eurocode 8, denoted as EN 1998: “Design of structures for
earthquake resistance” which is used in design and creation
of buildings and civil engineering works in seismic areas.
Base shear of the shape calculated as stated through
expression (EN 1998-1/4.5). Distribution of the horizontal
seismic forces may be calculated by way of methods
a) Depend on peak of hundreds
b) Depend on absolute horizontal displacement of masses
Distribution of the horizontal seismic forces is calculated as
according to peak of masses and is computedasaccordingto
the following expression
4. DESIGN CALCULATIONS
Specifications: The specifications used in modeling are
Table-1: Specifications used in modeling
Sr.
No
Parameters Dimensions/Type
1 Plan dimension 27 x 17 m
2 Number of stories G+10
3 Total height of building 36m
4 Height of each storey 3m
5 Column size 600 X 350 mm
6 Beam size 500 x 300 mm
7 Grade of concrete M20
8 Frame type SMRF
9 Soil type Medium soil
10 Live load
11 Inner wall 2.5 KN/m
12 Outer wall 150 mm
13 Slab thickness 250 mm
14 Unit weights of Concrete 150mm
15 Unit weights of brick work 25 KN/Cum
DESIGN METHODS
• Strength Design Method
• Working Stress Design
• Limit State Design
•
Required Strength (Factored Load) U
To resist dead load & live load:
U=1.4DL + 1.7LL
If resistance to structural effects of specific wind load
U= 0.75(1.4DL+1.7LL+1.7W)
U=0.9DL+1.3W not less than 1.4DL+1.7LL

If resistance to specified earthquake loads
U= 0.75(1.4DL+1.7LL+1.87E)
U=0.9DL+1.43E not less than 1.4DL+1.7LL
If resistance to specified earth pressure
U= 1.4DL+1.7LL+1.7H
U=0.9DL not less than 1.4DL+1.7LL
Where structural effects T of differential settlement,
creep, shrinkage or temperature change are significant.
U= 0.75(1.4DL+1.4T+1.7LL) not less than 1.4(DL+T)
5. RCC DESIGN FOR STRUCTURE
STAAD.PRO
STAAD.Pro is an analysis and design software package deal
for structural engineering. This guide is meant to manual
users who're new to this software program in addition to
experienced users who need precise records onthe basicsof
the usage of this system. STAAD or (STAAD.Pro) is a
structural analysis and design computer software originally
evolved by means of Research Engineers International at
Yorba Linda, CA in 1997. In past due 2005, Research
Engineers International turned into offered with the aid of
Bentley Systems. An older model referred to as Staad-III for
Windows is utilized by Iowa State Universityfor educational
purposes for civil and structural engineers. The commercial
model, STAAD.Pro, is one of the maximum broadly used
structural evaluation and layout softwareprogramproducts
global. It supports several metallic, concrete and wood
design codes. It can make use of diverse types of analysis
from the conventional 1st order static evaluation, 2nd order
p-delta analysis, geometric non-linear evaluation, Pushover
analysis (Static-Non Linear Analysis) or a buckling
evaluation. It can also make use of various types of dynamic
analysis from modal extractiontotimerecordsandresponse
spectrum evaluation.
3D VIEW OF THE SELECTED BUILDING
Fig 1: 3D VIEW
Fig 2: Slab thickness 150mm
Fig-3: Plan of the selected building
Fig-4: Selected Column
Fig-5: Selected Beam in X Direction

Fig-6: Selected Beam in Z Direction
6. ANALYSIS AND RESULTS
OVERVIEW
A G+10 building is analysed with three different code
specifications during the earthquake. Parameters like base
shear, displacement, axial force, bending moments, for
column is calculated and shear, moment, displacement and
torsion for beam is calculated. Graphical and Tabular
representation of data is discussed in this chapter.
Base Shear
In X Direction
Table-2: Base shear for earthquake in X-direction
Different Codes
Base Shear in X direction
(KN)
Eurocode 2862.6
In Z Direction
Table-3: Base shear for earthquake in Z-direction
Different Codes
Base Shear in Z direction
(KN)
Eurocode 2146.95
Column
Maximum Displacement on each column
Table-4: Maximum Displacement on each column
No. of column
EUROCODE(mm)
C1 48.426
C2 48.448
C3 48.397
C4 48.572
C5 48.417
C6 48.626
C7 48.393
C8 48.418
C9 48.374
Maximum
Displacement 48.626
MAXIMUM DISPLACEMENT
Table-5: Maximum Displacement
Different Codes
Maximum
Displacement(mm)
EUROCODE 48.626
Maximum Axial Force on each column
Table-6: Maximum Axial Force on each column
No. of column
EUROCODE(KN)
C1 1973.552
C2 2463.333
C3 2061.08
C4 2508.583
C5 2323.181
C6 2736.804
C7 1800.722
C8 2323.181
Maximum axial force (KN)
Table-7: Maximum Axial force
Different Codes
Maximum axial force
(KN)
EUROCODE 2736.804
Maximum Moment-Y on each column
Table-8: Maximum Moment-Y on each column
No. of column
EUROCODE(mm)
C1 79.06
C2 85.37
C3 81.01
C4 79.13
C5 83.701
C6 82.568
C7 79.652
C8 83.701
C9 106.99
Maximum
Moment-Y 106.99

Maximum Moment-Y
Table-9: Maximum Moment-Y
Different codes Maximum Moment-Y(KNm)
EUROCODE 106.99
Maximum Moment-Z on each column
Table-10: Maximum Moment-Z on each column
No. of column
EUROCODE(mm)
C1 121.54
C2 117.56
C3 135.365
C4 133.365
C5 135.18
C6 134.4
C7 121.445
C8 135.18
C9 126.256
Maximum Moment-Z 135.365
Maximum Moment-Z
Table-11: Maximum Moment-Z on each column
Different codes Maximum Moment-Z (KNm)
EUROCODE 135.365
FLOOR WISH COMPARISON
Maximum Displacement on each Floor
Table-12: Maximum Displacement on each Floor
Height(M)
Eurocode(mm)
0 0
3 3.878
6 9.234
9 14.712
12 20.096
15 25.277
18 30.165
21 34.669
24 38.704
27 42.188
30 45.04
33 47.19
36 48.626
Maximum Axial force on each floor
Table-13: Maximum Axial force on each floor
Height(M)
Eurocode(mm)
0 2991.436
3 2715.355
6 2443.458
9 2175.167
12 1909.846
15 1646.983
18 1386.12
21 868.769
24 611.564
27 355.044
30 868.769
33 114.894
Maximum Moment-Y on each Floor
Table-14: Maximum Moment-Y on each floor
Height(M)
Eurocode(KN)
0 106.968
3 126.414
6 127.35
9 128.578
12 127.728
15 125.257
18 120.497
21 113.149
24 102.903
27 89.448
30 72.249
33 63.679
Maximum Moment-Z on each Floor
Table-15: Maximum Moment-Z on each floor
Height(M)
Eurocode(KN)
0 155.732
3 147.644
6 146.571
9 148.577

12 149.958
15 148.718
18 144.655
21 137.477
24 126.726
27 112.705
30 90.688
33 86.189
Beam
Maximum Displacement on beam at each floor
Table-16: Maximum Displacement on beam at each floor
Floors
EUROCODE
GF 4.037
3RD 7.842
6TH 10.539
9TH 11.919
11TH 11.119
Maximum Displacement (mm) 11.919
Maximum Moment-Z KNm on beam at each floor
Table-17: Maximum Moment-Z on beam at each floor
Floors
EUROCODE
GF 144.515
3RD 156.784
6TH 140.948
9TH 122.63
11TH 56.775
Maximum Moment-Z (kNm) 156.784
Maximum Shear-Y KN on beam at each floor
Table-18: Maximum Shear-Y on beam at each floor
Floors
EUROCODE
GF 128.451
3RD 138.073
6TH 119.14
9TH 109.756
11TH 48.118
Maximum Moment-Z (kNm) 138.073
Maximum Torsion kNm on beam at each floor
Table-19: Maximum Torsion on beam at each floor
Floors
EUROCODE
(KNm)
GF 18.271
3
RD 19.837
6
TH 15.047
9
TH 7.765
11TH 4.138
Maximum
Torsion (kNm) 19.837
7. CONCLUSIONS
1. BASE SHEAR AS PER THREE DIFFERENT CODES.
1. Calculated Base shear in X course
2. Calculated Base shear in Z course
2. Movement, AXIAL LOAD, MOMENT FOR SELECTED
COLUMNS.
1. Displacement as per, Euro code is less charge.
2. Axial power as concerning Eurocode is less
3. Moment-Y as concerning Eurocode is less
3. Evacuation, MOMENT-Z, SHEAR-Y AND TORSION FOR
SELECTED BEAMS
1. Displacement as unsurprising with Eurocode
2. Moment-Z as per Eurocode conversely
REFERENCES
1) Dr. S.V. Itti, Prof. Abhishek Pat hade and Ramesh B.
Karadi, "A Comparative Study on Seismic Provisions
Made in Indian and International Building Codes for RC
Buildings".
2) Md. S. Bari • T. Das (2013), "A Comparative Study on
Seismic Analysis of Bangladesh National Building Code
(BNBC) with Other Building Codes", J. Inst. Eng. India
Ser. An (August– October 2013) 94(3):131– 137.
3) Jaime Landingin, Hugo Rodrigues, Humberto Varum,
António Arêde (2013),"Comparative Analysis of RC
Irregular Buildings Designed According to Different
Seismic Design Codes", The Open Construction and
Building Technology Journal, 2013, Volume 7:221-229.

4) M. Araujo, J. M. Castro, X. Romao and R. Delgado (2012),
"Relative Study of the European and American Seismic
Safety Assessment Procedures for Existing Steel
Buildings"
5) Ioannis P. Giannopoulos (2009), "Seismic Assessmentof
a RC Building with respect to FEMA 356 and Eurocode
8", 16ο Συνέδριο Σκυροδέματος, Τεε, Ετεκ, 21-
23/10/2009, Πάφος, Κύπρος.
6) Balthasar Novák, K. Ramanjaneyulu, Constanze Roehm
and Saptarshi Sasmal, "Relationship of Seismic
Performance of D-locale of Existing RC Structures
Designed with Different Recommendations".
7) Yiha Wassie (2011),"A relativeexploretheseismicgame
plans of ebcs-eight and front line focal development
laws at the proportionate parallel weight examination
and dynamic response go examination".
8) P.R. Bose, R. Dubey and M.A. Yazdi (1992),"Relationship
of codal plans urged by various worldwide zones",
Earthquake Engineering, Tenth World Conference©
1992 Balkema, Rotterdam. ISBN ninety 5410 060
five:5747-5750.
9) "IS: 1893 (area 1) : 2002", Indian Standard "Criteria for
Earthquake Resistance design of systems","Part-I
General course of action and structures, (Fifth
Revision)", Bureau of Indian Standards, New Delhi, June
2002.
10) International Code Council (2006), "All inclusive
Building Code 2006", U.S.A.
11) ASCE 7: Minimum Design Loads for Buildings and
different Structures (ASCE 7-02), American Society of
Civil Engineers, New York.

IRJET- Design and Analysis of G+10 Building from Euro Code

Recommended

Recommended

More Related Content

Similar to IRJET- Design and Analysis of G+10 Building from Euro Code

Similar to IRJET- Design and Analysis of G+10 Building from Euro Code (20)

More from IRJET Journal

More from IRJET Journal (20)

Recently uploaded

Recently uploaded (20)

IRJET- Design and Analysis of G+10 Building from Euro Code