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International Journal of Trend in Research and Development, Volume 7(4), ISSN: 2394-9333
www.ijtrd.com
IJTRD | July – Aug 2020 Available [email protected] 304
Analysis & Design of Pyramidal Shaped Badminton
Court Using Staad Pro
1Nitin Jethwani and
2Prof. L. P. Shrivastava,
1Master of Technology, Structure Engineering, Chhattisgarh Swami Vivekanand Technical University, Bhilai (C.G.), India
2Department of Civil Engineering, M. M. College of Technology, Raipur, India
Abstract: The principle objective of this project is to analyze and design steel stadium, the design was made by hand calculations
according to economical section and compare the results by using STAAD.PRO. In order to design, it is important to first obtain
the plan of the particular stadium such that they serve their respective purpose and also complying with the requirements.
This research specifies the design and analysis of steel truss stadium using Staad Pro program. This project has of 30 m width and
30 m length and truss high of 26 m. STAAD PRO has a very interactive user interface which allows the user to draw the frame
and input the load values dimensions and materials properties. Then according to the specified criteria assigned it analysis the
structure and design the members with reinforcement details. The design process of structural planning and design requires not
only imagination and conceptual thinking but also sound knowledge of science of structural engineering besides the knowledge of
practical aspects, such as recent design codes, bye laws, backed up by ample experience, intuition and judgment.
Keywords: Steel Stadium, Staad pro, Design Analysis,
I. INTRODUCTION
A stadium is a place or venue for (mostly) outdoor sports, concerts, or other events and consists of a field or stage either partly or
completely surrounded by a tiered structure designed to allow spectators to stand or sit and view the event. Development of
country’s infrastructure is of vital importance. Infrastructures such as tall buildings, highways, long bridges, modern airports,
international standard sport complex, etc are needed. International Pyramidal badminton stadiums are one of infrastructure. The
stadium building itself should be a memorable landmark like many of the architectural achievements of previous eras.
Furthermore, people do all types of physical activities to keep healthy or for enjoyment.
Therefore, international standard Pyramidal badminton stadiums and modern sport complex are needed to construct all over the
country. Pyramidal badminton stadiums are not only places of emotion and fascination but also places where people celebrate
Pyramidal badminton. Today. In this study, the analysis and design of Pyramidal badminton stadium with steel roof truss is
proposed.
TYPES OF STEEL TUBES
Steel tubes shall be manufactured by one ofthe following processes:
a) HOI-finished seamless (HFS);
b) Electric resistance welded (ERW);
c) High frequency induction welded (HFIW);
d) Hot-finished welded (HFW); and
e) Cold-finished seamless (CDS).
SPECIFICATION TAKEN FROM IS 1239 (PART1):2004
International Journal of Trend in Research and Development, Volume 7(4), ISSN: 2394-9333
www.ijtrd.com
IJTRD | July – Aug 2020 Available [email protected] 305
Section As Per Is Code
Table:1-Available material for tube sections as per is code
II. LITERATURE REVIEW
Study on Analysis and Design of Pyramidal badminton StadiumThin NweAye, Zaw Min Htun Volume 1, Issue 1, July
2012
In this study, the main structural elements of the Pyramidal badminton stadium are presented, with particular emphasis on the
steel roof and its interaction with the underlying reinforced concrete structures. The proposed scheme comprised an ellipse
shape plan composed of twelve portions with expansion joints.The building is composed of special moment –resisting framed.
Dead loads, live loads, impact loads, wind and seismic loadings data are considered based on UBC 97 (Uniform Building Code).
ACI 318-99 code is used for R.C grandstand structure and AISC-LRFD 93 code is used for steel structures which is upper
part as elliptical steel roof.
ENV 1991-1-1: 1994, Eurocode No.1, Basis of Design and Actions on Structures, CEN, 1994.
This paper surveys trends in the analysis and design of steel framed structures with reference to design codes such as the US AISC
Specification, the UK BS5950, the Australian AS4100, the European EC3, and the Hong Kong Code of Practice. The paper
provides a brief timeline of the development of steel design codes over the past 80 years, summarizes the methods of analysis and
design now permitted in codes, discusses some of the shortcomings of present design codes, and suggests future areas for
improvement
International Journal of Trend in Research and Development, Volume 7(4), ISSN: 2394-9333
www.ijtrd.com
IJTRD | July – Aug 2020 Available [email protected] 306
Behavior of Centrally Loaded Concrete-Filled Steel-Tube Short Columns Kenji Sakino; Hiroyuki Nakahara; Shosuke
Morino; and IsaoNishiyama Volume 130 Issue 2 - February 2004
A 5 year research on concrete-filled steel tubular (CFT) column system was carried out as a part of the fifth phase of the U.S.–
Japan Cooperative Earthquake Research Program, and the tests of centrally loaded short columns were finished. The objectives of
these tests were to clarify the synergistic interaction between steel tube and filled concrete, and to derive methods to characterize
the load–deformation relationship of CFT columns. A total of 114 specimens was fabricated and tested in the experimental phase
of investigations on centrally loaded hollow and CFT short columns. Parameters for the tests are as follows: (1) tube shape, (2)
tube tensile strength, (3) tube diameter-to-thickness ratio, and (4) concrete strength.
Experimental Behavior and Design of High-Strength Circular Concrete-Filled Steel Tube Short Columns, 2016
This paper investigates the behavior of high-strength circular concrete-filled steel tube (CFST) short columns. An experimental
database consisting of 87 tests conducted on high-strength circular CFST short columns was compiled, and gaps in the existing
research were identified. A total of 20 tests were then conducted to address the gaps in the database.
III. BACKGROUND CONCEPTS APPLICATIONS
The applications of structural hollow sections nearly cover all fields. Sometimes hollow sections are used because of the beauty of
their shape, to express a lightness or in other cases their geometrical properties determine their use. In this chapter, some examples
will be given for the various fields and to show the possibilities.
BUILDINGS, HALLS,ETC.
Fig. 2 Facade of the Institute for Environment in Karlsruhe, Germany
Fig. 3 Roof Kansai Airport, Osaka, Japan
International Journal of Trend in Research and Development, Volume 7(4), ISSN: 2394-9333
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IJTRD | July – Aug 2020 Available [email protected] 307
OVERVIEW OF STADIUM
SPECIFICATION OF CONCEPTUAL INDOOR PYRAMIDAL STADIUM:-
Plan Of Pyramidal Shape Indoor Stadium
Area Of Badminton Court :13.4mx6.70m
Area Of Stadium :- 30mx30m
Overall Stadium Height : 26m
Steps For Sitting:
Along 13.4m : 3 Steps Of 0.45m Riser & 1.21m Thread
Along 6.70m : 6 Steps Of 0.45m Riser & 1.21m Thread
Top Clearance From Last Step: 2.1m
Seating Capacity:1000 Visitor
Opening Dimension : 3m X 3m (3 Way Points)
Purlin C/C Distance 1.2m
Bay C/C Distance: 4.8m
Dia Of Hollow Tubular Pipe : .160m
Dia Of Purlin : .075m
Parking capacity outside :250 four &500 two wheeler
Tube Dia :.(calculated 158.60mm)
LOADINGS OVER STRUCTURE
Dead load:
Live load, Imposed loads, Transient load:
Winds load:
METHOD OF STEEL DESIGN:
Simple design
Semi-rigid design
Fully Rigid design
International Journal of Trend in Research and Development, Volume 7(4), ISSN: 2394-9333
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IJTRD | July – Aug 2020 Available [email protected] 308
Fig. 20 Plan of Pyramidal stadium
International Journal of Trend in Research and Development, Volume 7(4), ISSN: 2394-9333
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IJTRD | July – Aug 2020 Available [email protected] 309
Fig. 20 Plan of Pyramidal stadium badminton court
V. ANALYSIS & DESIGN
ANALYSIS:
COMPUTATION OF LOADS:
WIND LOAD:
For calculations of wind load we take a value of (Kz = 0.7) according to the table below. The elevation of our
structure is (9.0 meter).
FOR ROOF LOAD :
qz = 0.613( Kz )( Kzt )( Kd )( V2 )( I )
= 0.613 ( 0.87 )( 1.0 )( 0.85 )( 100*1000/3600 )2 ( 1.0 )
= 349.78 N/m2
P = ( qz )( G )( Cp )
= ( 349.78 )( 0.85 )( -0.7 )
=- 208.12 N/m2
Plmin = ( 500/1.3 ) * ( CP )
= ( 500/1.3 ) * ( -0.7 )
= -269.23 N/m2
Since ( Plmin> P ) we take ( Roof =- 0.27 KN/m2 ).
* Note: roof is taking into considerations when (the slope < 0.75).
* Note: for our project we take only the sloped roof into consideration because the covering (which is
subjected to wind load) will only be on the roof of our structure.
Live load:
The live load is estimated to be (1.2 KN/m2).
International Journal of Trend in Research and Development, Volume 7(4), ISSN: 2394-9333
www.ijtrd.com
IJTRD | July – Aug 2020 Available [email protected] 310
Super imposed load (Covering load):
Polycarbonate material was used in this project as a covering material. This material is very good as a roof
covering material due to its high features and light weight.
Unit weight of Sandwich panel = 0.0344 KN/m2 (for a 25 mm thickness)
Weight of purlins (approx. equal to the weight of truss =0.13KN/m2 (the final result) assume super imposed
dead load = 0.2 KN/m2.
5.1.3 SHAPE A SINGLE TRUSS:
Fig:27 Truss design for Pyramidal structure
VI. RESULTS &DISCUSSIONS
ANALYSIS BY STAAD PRO & RESULT TABULATED
Fig:31.Displacement in Pyramidal Structure
Horiz
ontal
Verti
cal
Horiz
ontal
Result
ant
Rotati
onal
Nod
e
L/
C
X in Y in Z in in rX rad rY
rad
rZ
rad
Max
X
991 1 DEAD
LOAD
4.091 -7.65 -0.139 8.676 0 0 0.0
02
Min
X
136
6
1 DEAD
LOAD
-4.091 -7.65 0.139 8.677 0 0 -
0.0
02
Max
Y
146
6
2 LIVE
LOAD
-0.05 0.04
3
0.15 0.164 0 0 0
International Journal of Trend in Research and Development, Volume 7(4), ISSN: 2394-9333
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Min
Y
565 1 DEAD
LOAD
-0.139 -7.65 -4.091 8.677 0.002 0 0
Max
Z
140 1 DEAD
LOAD
0.139 -7.65 4.091 8.676 -0.002 0 0
Min
Z
565 1 DEAD
LOAD
-0.139 -7.65 -4.091 8.677 0.002 0 0
Max
rX
134 1 DEAD
LOAD
0.098 -
3.52
9
1.746 3.939 0.034 0 0
Min
rX
559 1 DEAD
LOAD
-0.098 -
3.52
9
-1.746 3.939 -0.034 0 0
Max
rY
692 1 DEAD
LOAD
-0.13 -
3.08
5
-1.54 3.451 0.017 0.01
1
-
0.0
19
Min
rY
166
8
1 DEAD
LOAD
-1.408 -
3.15
4
0.146 3.457 0.019 -
0.01
1
-
0.0
18
Max
rZ
136
0
1 DEAD
LOAD
-1.746 -
3.52
9
0.098 3.939 0 0 0.0
34
Min
rZ
985 1 DEAD
LOAD
1.746 -
3.52
9
-0.098 3.939 0 0 -
0.0
34
Max
Rst
565 1 DEAD
LOAD
-0.139 -7.65 -4.091 8.677 0.002 0 0
Table 4:-Results obtained from analysis (A)
Fig:32.Forces in Pyramidal Structure
International Journal of Trend in Research and Development, Volume 7(4), ISSN: 2394-9333
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Horiz
ontal
Verti
cal
Horizo
ntal
Mom
ent
Node L/C Fx
kN
Fy
kN
Fz
kN
Mx
kip-in
My
kip-
in
Mz
kip-
in
Max
Fx
93 1
DEAD
LOAD
114.2
33
152.
392
9.152 184.6
18
-
9.304
-
1825.
59
Min
Fx
123 1
DEAD
LOAD
-
114.2
33
152.
392
-
9.149
-
184.5
53
-
9.283
1825
.535
Max
Fy
67 1
DEAD
LOAD
28.62
2
329.
556
54.89
5
781.4
54
-
8.194
-
440.
728
Min
Fy
85 2 LIVE
LOAD
9.681 -
3.42
5
5.644 146.2
37
-
8.711
-
196.
853
Max
Fz
108 1
DEAD
LOAD
-
9.149
152.
392
114.2
32
1825.
583
-
9.282
184.
553
Min
Fz
78 1
DEAD
LOAD
9.152 152.
392
-
114.23
4
-
1825.5
45
-
9.305
-
184.
617
Max
Mx
108 1
DEAD
LOAD
-
9.149
152.
392
114.2
32
1825.
583
-
9.282
184.
553
Min
Mx
78 1
DEAD
LOAD
9.152 152.
392
-
114.23
4
-
1825.5
45
-
9.305
-
184.
617
Max
My
115 1
DEAD
LOAD
-
41.56
8
122.
433
62.18
9
1169.
843
59.59
9
714.
257
Min
My
86 1
DEAD
LOAD
72.63 128.
769
-
23.65
8
-
350.0
82
-
75.71
4
-
1440.
38
Max
Mz
123 1
DEAD
LOAD
-
114.2
33
152.
392
-
9.149
-
184.5
53
-
9.283
1825
.535
Min
Mz
93 1
DEAD
LOAD
114.2
33
152.
392
9.152 184.6
18
-
9.304
-
1825.
59
Table 5:-Results obtained from analysis (B)
Fig:33.Stress in Pyramidal Structure
International Journal of Trend in Research and Development, Volume 7(4), ISSN: 2394-9333
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IJTRD | July – Aug 2020 Available [email protected] 313
L/C
Fx kN
Fy kN Fz kN
Mx kip- in
My kip-in
Mz kip-in
1
Loads
0 -
8776.699
0
`1864330 `-
159571.34 `-
1864330
Reactions
0
8776.699
0 `-
1864330
`159571.34
`1864330
Difference 0 0 0 -0.108 0.004 0.108
2
Loads
0
0
0
0 `-
172509.55
0
Reactions
0
0
0
0 `-
172509.55
0
Difference 0 0 0 0 0.005 0
Table 6:-Results obtained from analysis (C)
Fig:34. Deflection in member of Pyramidal Structure
Fig:35Staad Pro Working on Deflection In Member purlin
International Journal of Trend in Research and Development, Volume 7(4), ISSN: 2394-9333
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IJTRD | July – Aug 2020 Available [email protected] 314
Fig 36:Staad Pro Working on material selection
Fig 37:Staad Pro Working on Dead Loads
Fig 38:Staad Pro Working on Live Loads
As per report obtained from staadanalysis steel of 3713.74 KN by weight is required in construction of prismoidal structure.
CONCLUSION
This project discussed the analysis and design of steel truss Stadium by hand calculation and design and analysis of steel truss
stadium using Staad Pro program. This project has designed of 30 m width and 30 m length and truss high of 26 m.
International Journal of Trend in Research and Development, Volume 7(4), ISSN: 2394-9333
www.ijtrd.com
IJTRD | July – Aug 2020 Available [email protected] 315
This projects deals with two design criteria (by hand calculation and by staad pro program) in staad pro two design were used first
by checking the adequacy of the section chosen and second, by least weight design. There was less difference between all design
criteria which depend on the area of the section that gives different section.
This project is an example of hypothetical building which have special & Conceptual Design of an era.This project is proposed to
provide structural engineers with a guideline on the economy aspect that could be obtained using the concept of foreign civil
engineers.
Recommendations
1-Using another computer software programs to design and analysis process for stadium. 2- Design and analysis of different type
of steel truss stadium such as sub divided truss, cantilever truss; continuous truss and arch truss.
References
[1] Is 1239 (Part 1) : 2004 Steei-I Tubes, Tubulars And Other Wrought Steel Fittings – Specification
[2] AISC, (Manual of steel Construction), American institute of steel construction, thirteen editions 2005.
[3] Arthur H. Nilson, George Winter, "Design of concrete structures",10th edition.
[4] AUTO-CAD, Autodesk, 2015, http://www.autodesk.com.
[5] STAAD.Pro V8iSSS, Copyright attribution: Bentley Systems, http://www. Bentley.com.
[6] Jack C. McCormac and Stephen F. Csernak, (2012), "Structural steel design", fifth edition.
[7] Edwin H. Gaylord, jr., Charles N. Gaylord. “Design of steel structures”. second Edition.
[8] Charles G. Salmon, John E. Johnson, "Steel Structures Design and Behavior”, 3rd Edition, Harper Collons Publishers,
1986.
[9] Study on Analysis and Design of Pyramidal indoor StadiumThin NweAye, Zaw Min Htun Volume 1, Issue 1, July 2012
[10] ENV 1991-1-1: 1994, Eurocode No.1, Basis of Design and Actions on Structures, CEN, 1994.
[11] Behavior of Centrally Loaded Concrete-Filled Steel-Tube Short Columns Kenji Sakino; Hiroyuki Nakahara;
Shosuke Morino; and IsaoNishiyama Volume 130 Issue 2 - February 2004
[12] Construction Performance Control in Steel Structures Projects.,2018
[13] Experimental Behavior and Design of High-Strength Circular Concrete-Filled Steel Tube Short Columns, 2016
[14] Optimization Design for Beam and Column of Steel Structure Residence Zhang Hao ; Liu Tielin ; Liu Hong ; Wang
Zheng 2015