Analysis & Design of Pyramidal Shaped Badminton Court

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] 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


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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


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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

https://ascelibrary.org/author/Sakino%2C%2BKenji



https://ascelibrary.org/author/Nakahara%2C%2BHiroyuki

https://ascelibrary.org/author/Morino%2C%2BShosuke



https://ascelibrary.org/author/Nishiyama%2C%2BIsao


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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


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Fig. 20 Plan of Pyramidal stadium


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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).


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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


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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


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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


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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


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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.


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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

http://www.autodesk.com/

http://www/




https://ascelibrary.org/author/Nakahara%2C%2BHiroyuki


https://ascelibrary.org/author/Nishiyama%2C%2BIsao

https://ieeexplore.ieee.org/author/37085782294








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Analysis & Design of Pyramidal Shaped Badminton Court