Performance Analysis of the Tall Structure with Diagrid for Seismic Loading

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 04 Issue: 08 | Aug -2017 www.irjet.net p-ISSN: 2395-0072
© 2017, IRJET | Impact Factor value: 5.181 | ISO 9001:2008 Certified Journal | Page 44
PERFORMANCE ANALYSIS OF THE TALL STRUCTURE WITH DIAGRID
FOR SEISMIC LOADING
Pavana V1, Dr. Shreepad Desai2
1P.G Student, Department of Civil Engineering, Haveri, Karnataka, India
2 Asst. Professor Department of Civil Engineering, Haveri, Karnataka, India
---------------------------------------------------------------------***---------------------------------------------------------------------
Abstract - Seismic analysis of structural systemshasbeen
a necessary in the recent past. The diagrids have favourable
circumstances like light weightstructure,compellingagainst
gravity stack, resistance against seismic and wind loads,
excess, possible for contorted and other complex structures,
reasonable. The diagrid structures utilized 33% less steel
than common structures with same basic execution.
Modelling of the structures withthreedistinctarrangements
for the three diverse story statures independently. To
increment the auxiliary execution of the structures by
outside segments with the inclining diagrid module for each
one of the models. To study and analyze the horizontal
relocations and sidelong floats of the all the diagrid models
for seismic stacking. To look at the base shear qualities of
the models with diagrid individuals. To analyze the above
parameters of both diagrid structures and structures with
shear divider with seismic stacking.
In the current study, models were prepared for G+18
The basic goal of the venture was to concentratetheconduct
of the tall structures with the diagrid frameworks and the
real horizontal load opposing some portion of the structure.
Consequently, three states of the arrangements were
considered they are square, octagon and round about. All
the three models are symmetric in plan. For each shape
three story statures are displayed that is 18 stories,fromthe
past explores it was found the ideal plot for diagrid is
around 70 degrees. Utilizing dis information we have
displayed the diagrid with an edgeof69.67degrees.Boththe
diagrid and shear divider framework models with not have
any segments at the building limit. The models were
subjected to both seismic and dynamic loads. The structural
responses like natural periods, base shear, displacement,
Storey Stiffness and inter storey drifts were alsostudiedand
located in seismic zone 4 in accordance with IS 1893-2002.
From the seismic performance results shows that of diagrid
system with shear wall system it is found that the above
parameters in diagrid models are muchlesserthantheshear
wall models.
Key Words: Diagrid, Column, beam, slab, Shear wall.
1. INTRODUCTION
India has second highest population in the world,
day by day availability of land will decreased because India
is developing country, for using of remainingland efficiently,
so some companies constructing highrisebuildings.Manyof
countries for constructing buildings using steel structures
but in our country steel structures rarely using duetolack of
knowledge and economical reason. Theimprovement of tall
structures relates various complex angles, for example,
financial aspects, logical information, feel government
strategies. The money related element will be the essential
deciding variable. Tall structures requesta tonofspecialized
support without which its development is unrealistic.Asthe
tallness of the structure is expanded the horizontal
supremacies following up on the structure additionally
quickly increments. Subsequently the obliqueloadopposing
frameworks goes out to be tremendously basic. Behavior of
concrete, earthquake effect and design of earthquake
resistance for different zones and different soil condition
these are parameter commonly consider for construction
activity.
Earthquake is one of the natural phenomena it may
happen due to naturally or human activity, what it may be it
required safety of buildings to resist seismic loads. For
analysis of structure, considering the zones, soil condition
and other data will available in IS 1893-2000 code book.
The diagrid frameworks empowered the current
contemporary engineering as a development, blurring
without end the customary propped arrangement of 1970s.
The refinement between the diagrid structures and
conventional propped frameworks is that for all intents and
purposes all the run of the mill segments at the building
blueprint are disposed of. The appropriation of diagonals
components named as diagrid at the building blueprints is
favorable basically and additionally stylishly. In diagrid
structures, the meeting corner to corner components
fundamentally works as a supporting framework rather
than the vertical segments. This capacity of diagrids has
made it conceivable to dispose of the border sections. The
diagrids have favorable circumstances like lightweight
structure, compelling against gravity stack, resistance
against seismic and wind loads, excess, possible for
contorted and other complex structures, reasonable. The
slanting components of the diagrid framework shapes
triangulated course of action in a uniform dispersal way
which successfully convey both gravity load and parallel
burdens.

Volume: 04 Issue: 07 | July -2017 www.irjet.net p-ISSN: 2395-0072
The RCC dividers in a structure gave basically to
oppose the level strengths is known as shear dividers. The
lofty structures in which shear dividers are the principal
basic individuals intended to oppose sidelong powers are
called working with shear divider framework. Significant
segment of sidelong seismic and wind powers is taken up by
these dividers. The demeanor of shear divider is like the
activity of a cantilever profound pillar. At the argument
when the stature to length proportion is little the shear
dividers are known as squat dividers and high tallness to
length proportion is called high shear divider.
2. OBJECTIVES
The main objective of the work is
1. To perform linear staticandlineardynamic analysis
of diagrid and shear wall structures usingResponse
Spectrum method.
2. Response evaluation of 3D Systems of Diagrid
model and shear wall models at periphery under
dynamic loading.
3. Seismic performance by studying Time Period,
Story displacement, Story stiffness, Story drift and
Base shear by considering 18storey with three
different plan ,zone IV .
3. METHOD OF ANALYSIS
3.1 Approaches for seismic analysis of the
Structure
The two imperative approaches of seismic scurutiny are
 Static analysis
 Dynamic analysis
In this method, design of base shear can be computed
along the height of building, simple formulas using to
analyze base shear according to IS 1893(part-I); 2002.
i. Design of lateral force or design of base shear can
be determined by
(Clause 7.5, IS 1893(Part-I):2002)
VB = Ah x W
Where,
VB is base shear
Ah is design horizontal force
W is seismic weight of building
R is response reduction factor
Z is zone factor
I is important factor
Sa/g is average acceleration response coefficient
ii. Fundamental natural period
iii. Distribution of base shear
Qi =
Where,
Qi is design lateral force at floor i
Wi is seismic weight of floor i
hi is height of floor
n is number of stories in building
4. MODELLING AND ANALYISIS
The basic goal of the venture was to concentratethe
conduct of the tall structures with the diagrid frameworks
and the real horizontal load opposing some portion of the
structure. Consequently, three states of the arrangements
were considered they are square, octagon and round about.
All the three models are symmetric in plan. For each shape
three story statures are displayed that is 18 stories, for
relative reason, we have utilized sheardividerframework as
an outer side long load opposing frame work. For similar
arrangements and story statures we have utilized shear
dividers set up of diagrid. Both the diagrid and shear divider
framework models with not have any segments at the
building limit.
4.1 BUILDING MODELING
Modeling will be done by using ETABS software, the
frame element like column,beamcolumns aremodeled.Area
element slab and shear wall as considerasmemberandshell
element. Building frames with fixed base . FollowingSeismic
analyses of 3D building diagrid structure and shear wall
structure with three different plan square, octagon
40x40Bay & circular plan perimeter 160m Bay 18 Storeys.
Different types of Models considered for this analysis are
4.2 DETAILS OF DIAGRID STRUCTURE & SHEAR
WALL STRUCTURE
 Dimensions of Beam1 (bxd) = (500x1000) mm
 Dimensions of Beam2 (bxd) = (300x700) mm
 Dimensions of Column (bxd) = (1000x1000)mm
 Thickness of Slab, = 125 mm
 Thickness of Diagrid= 500mm hallow pipe with
25mm
 Thickness of Shear wall, W= 500 mm & 300mm
 Height of column, hcl= 3.6 m
 Steel for diagrid = Fe 345
 Reinforcement =HYSD 500
 Modulus of concrete (fck )=M30
 Moment of Inertia of Beam / Column = 2.6 x 10-3 &
10 x 10-3 m4
 Modulus of elasticity of concrete= 3.16 x 107 kN/m2

4.3 Description of the Specimen
3D diagrid structure and shear wall structure of 40x40
having 18 Storeys are taken into consideration. For the
design of RC frames structures using Bureau of Indian
Standards (IS) codes, IS 456-2000, “Plain and Reinforced
Concrete-code of practice”, IS 1893-2002 (Part 1), “Criteria
for earthquake resistantdesignofstructures”anddetailedas
per IS 13920-1993, the concrete is M30 and Tor steel are
used for reinforcement. For Analysis of the structures is
carried by using ETABS9.7 software.Foranalysisconsidered
loads are Live load, Dead load and earthquake load.
4.3.1 Dead load (DL)
The self weight/deadloadisconsiderasperIS875-1987
(Part I-Dead loads), “Code of Practice for Design Loads
(Other than Earthquake) for Buildings and Structures”.
 Unit weight of Reinforced Concrete = 25 kN/m3
 Super dead load = 2 kN/m2
 Floor finish = 1.0 kN/m2
 Roof finish = 1.0kN/m2
4.3.2 Imposed Load (LL)
The live load imposed load is consider as per IS 875-
1987 (Part II-Live load), “Code of Practice for Design Loads
(Other than Earthquake) for Buildings and Structures”.
 Imposed load on slab = 3.0 kN/m2
 Imposed load on roof = 1.5 kN/m2
4.3.3 Earthquake Load (EL)
The earthquake load is consider as per the IS 1893-
2002(Part 1). The factors considered are
 Zone factors = 0.24 (zone IV)
 Importance factor = 1.0
 Response reduction factor = 5.0
 Soil condition = II
 Time period = programmed calculation
4.3.4 Load Combinations
The load combinations are consider as per IS 875-1987
(Part 5-Special loads andcombinations)“CodeofPracticefor
Design Loads (Other than Earthquake) for Buildings and
Structures”.
a. 1.5 (DL + IL)
b. 1.2 (DL + IL ± EL)
c. 1.5 (DL ± EL)
d. 0.9 DL ± 1.5 EL
4.4 Models with the Diagrid structure used in the
analysis
 DS 1- Square paln models with exterior diagrid
 DS 2- Octagonal plan models with exterior diagrid
 DS 3- circular plan models with exterior diagrid
4.5 Models with shear wall structure
 SS 1- Square arrangement show with outside shear
divider framework
 SS 2- Octagon arrangement display with outside
shear divider framework
 SS 3- Circular arrangement display with outside
shear divider framework
(a)
(b)
Fig 1: Plan of Symmetrical 40x40 3D view models of
square models diagrid
(c)

(d)
Fig 2: Plan of Symmetrical 40x40 3D view models of
octagonal plan diagrid
(e)
(f)
Fig 3: Plan of Symmetrical 3D view models of
circular models diagrid
(g)
(h)
Fig 4: plan of Symmetrical 3D view models of the
square models with exterior shear wall
(i)
(j)
octagon models with exterior shear wall
(k)

(l)
circular models with exterior shear wall
5. RESULTS AND DISCUSION
The present study is on diagrid structure models
and shear wall structure models for Symmetrical Systems,at
different three plans locations andsubjectedtoloadssuchas
Seismic Static load and Seismic Dynamic load. Performance
of diagrid structure and shear wall structure are compared
and discussed for various Seismic Parameters are lateral
displacement, time period, storey stiffeness, storey base
shear, an storey drift, with relevant graphs and Tables in the
sections to follow;
5.1 EQUVIVALENT STATIC AND DYNAMIC
ANALYSIS
Comparison of three different Models with Diagrid
System and Shear Wall System.
 Square model-18 storey
 Octagon model-18 storey
 Circular model-18 storey
Fundamental Natural Time Period as per IS 1893-
2002 and as per analysis using software are tabulated in
Symmetrical models for 18-Storey Structures.
Codal Natural Time Period as per IS 1893:2002 Cl. no.
7.8.1 P.no.24
T = 0.075H0.75
Where
H=Height of the Building
Table -1: Natural Time period for square model of
diagrid and shear wall systems
TIME PERIOD FOR SQUARE
DIAGRID SHEAR WALL
1.177 1.427
Chart -1: Variation of Natural Time Period for square
models of diagrid and shear wall systems
Table -2: Natural Time period for octagonal model of
TIME PERIOD FOR OCTAGON
DIAGRID SHEAR WALL
1.099 1.519
Chart -2: Variation of Natural Time Period for
octagonal models of diagrid and shear wall systems
Table -3: Natural Time period for circular model of
TIME PERIOD FOR CIRCULAR MODEL
DIAGRID SHEAR WALL
1.206 1.749

Chart -3: Variation of Natural Time Period for circular
models of diagrid and shear wall systems
Table -4: Natural Time period of diagrid systems
TIME PERIOD FOR DIAGRID
SQUARE OCTAGON CIRCULAR
1.177 1.099 1.206
Chart -4: Variation of Natural Time Period of diagrid
systems
Table -5: Natural Time period of shear wall systems
TIME PERIOD FOR SHEAR WALL
1.427 1.591 1.749
Chart -5: Variation of Natural Time Period of shear
wall systems
5.2 Lateral Displacement
According to IS-456:2000 (Cl.No 20.5 p.no.33),
maximum lateral displacement is
Where H is building height
Table -6: Storey Displacements for square model of
LATERAL DISPLACEMENTS OF SQUARE MODEL
DIAGRID SHEAR WALL
13.6 17.2
12.9 16
12.2 14.9
11.5 13.7
10.7 12.5
9.9 11.3
9.1 10.1
8.2 8.9
Chart -6: Variation of Displacements in Seismic Case
for square model of diagrid and shear wall systems

Table -7: Storey Displacements for octagonal model of
LATERAL DISPLACEMENT OF OCTAGON MODEL
DIAGRID SHEAR WALL
12.9 18.3
12.3 17.2
11.6 16
10.9 14.8
10.2 13.6
9.4 12.3
8.6 11.1
7.8 9.9
of octagon models diagrid and shear wall systems
Table -8: Storey Displacements for circular model of
LATERAL DISPLACEMENTS OF CIRCULAR MODEL
DIAGRID SHEAR WALL
13.9 21
13.3 19.7
12.6 18.4
11.9 17
11.1 15.6
10.3 14.2
9.5 12.8
8.6 11.4
for circular model of diagrid and shear wall systems
for diagrid systems
for shear wall systems
5.3 Inter Storey drift:
Considered inter story drift inIS-1893:2002(PartI)
Cl.no. 7.11.1 Page No.27, maximum story drift with half load
factor is limited to 1.0 is 0.004 times of storey height. For
3.6m height, maximum drift will be 12mm.
Table -9: Storey Drift for square model of diagrid and
shear wall systems
STOREY DRIFT OF SQUARE MODEL
DIAGRID SHEAR WALL
0.7 1.2
0.7 1.1
0.7 1.2
0.8 1.2
0.8 1.2
0.8 1.2
0.9 1.2
0.9 1.2

Chart -11: Variation of Storey Drifts for square model
of diagrid and shear wall systems
Table -10: Storey Drift for octagonal model of diagrid
and shear wall systems
STOREY DRIFTS OF OCTAGON MODEL
DIAGRID SHEAR WALL
0.6 1.1
0.7 1.2
0.7 1.2
0.7 1.2
0.8 1.3
0.8 1.2
0.8 1.2
0.9 1.3
Chart -12: Variation of Storey Drifts for octagonal
model of diagrid and shear wall systems
Table -11: Storey Drift for circular model of diagrid
and shear wall systems
STOREY DRIFTS OF CIRCULAR MODEL
DIAGRID SHEAR WALL
0.6 1.3
0.7 1.3
0.7 1.4
0.8 1.4
0.8 1.4
0.8 1.4
0.9 1.4
0.9 1.4
Chart -13: Variation of Storey Drifts for circular model
Chart -14: Variation of Storey Drifts for diagrid
systems
Chart -15: Variation of Storey Drifts for shear wall
systems
5.4 STOREY STIFFENESS ANALYSIS:
Table -12: Storey Stiffeness for square model of
STOREY STIFFENESS OF SQUARE MODEL
DIAGRID SHEAR WALL

1277460.088 517959.339
2349708.157 1049847.269
3101076.513 1531919.654
3737972.095 1966319.9
4197768.279 2361563.718
4445586.122 2727021.621
4746229.203 3073485.246
5067436.165 3413104.114
Chart -16: Variation of Storey stiffeness for square
Table -13: Storey Stiffeness for octagonal model of
STOREY STIFFENESS OF OCTAGON MODEL
DIAGRID SHEAR WALL
1276574.22 682281.864
2329171.883 1225767.506
3057814.288 1598031.976
3622642.647 1840932.314
4010301.487 2008314.808
4242696.258 2141661.066
4514593.213 2268418.127
4810998.964 2409357.18
Chart -17: Variation of Storey stiffeness for octagonal
Table -14: Storey Stiffeness for circular model of
STOREY STIFFENESS OF CIRCULAR MODEL
DIAGRID SHEAR WALL
1664712.011 835127.538
2972134.609 1474075.274
3830023.452 1891856.211
4537269.282 2145150.613
4956293.775 2305379.768
5197642.952 2423707.355
5470172.56 2533386.749
5747297.778 2659968.965
Chart -18: Variation of Storey stiffeness for circular
Chart -19: Variation of Storey stiffeness for diagrid
systems

Chart -20: Variation of Storey stiffeness for shear wall
systems
5.5 STOREY BASE SHEAR ANALYSIS:
Base shear results are tabulated in the Tables and
the respective Graph Nos. beneath the Table Nos.
Table -15: Base Shear of diagrid systems
BASE SHEAR FOR DIAGRID
6974 6211 8099
Chart -21: Variation of Base Shear in Seismic diagrid
systems
Table -16: Base Shear of shear wall systems
BASE SHEAR FOR SHEAR WALL
5327 4925.5495 6556
Chart -22: Variation of Base Shear in Seismic shear
wall systems
Table -17: Storey Base shear for square model of
BASE SHEAR FOR SQUARE MODELS
DIAGRID SHEAR WALL
6974 5327
Chart -23: Variation of Storey Base shear for square
Table -18: Storey Base shear for octagonal model of
BASE SHEAR FOR OCTAGON MODEL
DIAGRID SHEAR WALL
6211 4925.5495

Chart -24: Variation of Base Shear for octagonal model
Table -19: Storey Base shear for circular model of
BASE SHEAR FOR CIRCULAR MODEL
DIAGRID SHEAR WALL
8099 6556
Chart -25: Variation of Base Shear for circular model
6. CONCLUSIONS
 The introduction of diagrid systems in tall
structures is found to increase the seismic
performance of the structure.
 From the comparison of diagrid system with shear
wall system it is found that the lateral
displacements in diagrid models are much lesser
than the shear wall models.
 The lesser lateral displacements in diagrid shows
the enhanced resistance of the buildings against
lateral seismic force.
 The storey drifts is also smaller value in model with
diagrid system than shear wall system. Thus the
diagonal elements ofthediagrideffectivelycounter
the drifts from earthquake forces.
 The stiffness values of the diagrid models are also
comparatively higher than the shear wall models.
The diagrid models are stiff against vibrations due
to seismic forces than the shear wall models.
 The base shear values in diagrid models are higher
than other models with shows higher seismic
forces are acting on the diagrid models.
 The time periods are less in diagrid system models.
lesser values of the time period than shear wall
models shows that diagrid models are less flexible
against seismic vibrations.
REFERENCES
[1] Khalid K. Shadhan “Optimal diagrid angle to minimize
drift in high-rise steel buildings subjected to wind
loads”,International Journal of Civil Engineering and
Technology (IJCIET),Volume 6, Issue 11, Nov 2015, pp.
01-10
[2] Lekshmi Mohan1, C.K.Prasad Varma Thampan2,
“Numerical Modelling and Evaluation of Hybrid Diagrid
Structures” International Journal of Research in Advent
Technology (E-ISSN: 2321-9637),“TASC-15”,June2015
pp10-11.
[3] Raghunath .D. Deshpande1, Sadanand M. Patil2,
Subramanya Ratan3 “Analysis and comparisonofdiagrid
and conventional structural system” IRJET, Volume: 02
Issue: 03 June -2015.
[4] Harish Varsani 1, Narendra Pokar 2, Dipesh Gandhi3
“Comparative Analysis of Diagrid Structural System and
Conventional Structural System for High Rise Steel
Building” IJAREST ISSN(O):2393-9877, ISSN(P): 2394-
2444,Volume 2,Issue 1, January- 2015..
[5] Nishith B. Panchal, Dr. V. R. Patel, Dr. I. I. Pandya,
“Optimum Angle of Diagrid Structural System”
IETR,ISSN: 2321-0869, Volume-2, Issue-6, June 2014
BIOGRAPHIES
Pavana v pursuing his M.Tech. in
Civil Strutures from Government
Engineering College, Haveri &
obtained B.E. Civil from BIT
Bangalore.
Dr. Shreepad Desai presently
working as Asst. Professor in
Government Engineering College,
Haveri. He has obtained his PhD
from VTU Belagavi. M.Tech from
M.C.E Hasan & obtained B.E. Civil
Engineering from S.D.M College of
Engineering and Technology,
Dharwad.

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