Optimization of Industrial Building using Pre-Engineering ... · 1Nitin Vishwakarma, 2Hardik Tayal...

International Journal of Applied Engineering Research ISSN 0973-4562 Volume 13, Number 20 (2018) pp. 14573-14590

© Research India Publications. http://www.ripublication.com

14573

Optimization of Industrial Building using Pre-Engineering Building and

Conventional Steel Building by Fully Stressed Design

1Nitin Vishwakarma, 2Hardik Tayal

1Department of Civil and Environment Engineering, National Institute of Technical Teachers’ Training and Research,

Bhopal, Madhya Pradesh, India. 2 Structural Engineer, Arvind Gupta Consultancy, New Delhi, India.

Abstract

For large span structures at low cost, steel structures is always

a best choice for engineer. Steel structures have unique appeal

associated with their design. From last decades many complex

structures has been developed which demands particular

attention to their complex behaviour under loads. Paper

includes Pre Engineered and Conventional Steel Building

concept of Design for Industrial building of 18 m long span

located in Palwal near New Delhi, India. A fully stressed

design of Pre Engineered Building with members of varying

thickness, Conventional Building with Conventional Steel

members and Conventional Building with different hollow

and compound section are discussed in paper. A total of five

cases are studied. Object is to achieve most economical design

for that purpose, comparison is done between designed

structures and finally most suited and economical structure is

adopted for Building.

Keywords: Conventional steel building, Pre- Engineering

Building, Fully Stressed Design, Stress Ratio, Hot Rolled

Sections, Built-up Member, Conventional Member.

INTRODUCTION

Now a day’s Steel construction is extensively used due to high

tensile strength and ductility of steel. Steel members is mostly

used where concrete is not advantageous or where

construction time is critical like industrial building for long

span. For construction members used are hot rolled shapes

members, members built up of plates and cold formed sheet,

strip, plates or flat bars in roll forming. Industrial Building is

classified as Conventional Steel Building (CSB) and Pre

Engineered Building (PEB). In CSB hot rolled sections are

used for column and beams having constant depth therefore it

leads to excess of member design on the area of low internal

stresses. Frames of PEB on the other hand are designed by

tapered and also having flanges and web with variable

thickness of plates based on level of internal stresses over

sections. Both concept of PEB and CSB are growing

extensively. These are the steel structures characterise by less

or lack of interior floors, walls and partition and low height.

The structure composed of walls which are of steel column

which are profiled by steel cladding either profiled or G.I

sheeting.

For economic use of material with full functionality, there is

need to study the behaviour of both CSB and PEB considering

different cases and it leads to the optimum design concept.

There are various attempt has to be carried for the

optimization of structures. These optimizations were based on

size, shape and topology factors. For this purpose the cross

sectional area of each member of truss are modified, reduces

the weight of structure and by changing the outer shape of

structure shape optimization is achieved. This paper is an

effort toward optimization of a portal frame for a factory shed

in Palwal, Delhi, India using built up members, conventional

steel members with different sections available in Indian

market. A total of Five cases are studied in first case PEB with

Built-up member is designed and design of CSB with

Conventional Members is discussed in second case then CSB

is optimized then Warren truss for the roof portal in

conventional steel building in analysis and design is being

considered with different hollow section available in Indian

Market. To optimize, an effort is done to make the value of

stress ratio near to 1 but less than 1. The stress ratio given is

the ratio of the critical stress developed in the member to the

permissible stress according to Indian Standards.

METHODS AND TECHNIQUES

Optimization of Structure

A structure comprises set of nodes (vertices) which

interconnects set of elements (edges) and is same for all 2-D

and 3-D trusses and frames.. Optimum design is concerned

with problem of finding the best structure and can be divided

into

Topology Optimization concerns with variation of

element node connectivity to optimum.

Size Optimization concerns with variation of Cross

sectional properties which may be continuous or

discrete.

Shape Optimization concerns with movement of

nodes to change the shape of structure without

changing topology. In this case element node

connectivity remains intact.



14574

A general structural optimization problem now takes the form:

Where f is objective function, x is design variable and y is

state variable.

Objective function is function used to classify designs, it returns a number which indicates the goodness of the design

for every possible design. f measures weight, displacement in

a given direction, effective stress or even cost of production.

Design variable (x) is function or vector that describes the

design, and which can be changed during optimization. It may

represent geometry or choice of material. When it describes

geometry, it may relate to a sophisticated interpolation of

shape or it may simply be the area of a bar, or the thickness of

a sheet.

State variable (y) is a function or vector that represents the

response of the structure for a given structure, i.e., for a given

design x, y. For a mechanical structure, response means

displacement, stress, strain or force.

Fully Stressed Design

The fully stressed design is categorized among the perceptive

optimality criteria as it is based on a simple principle. This

criterion is stated as:

“For the optimum design, each member of the structure that is

not at its minimum gage must be fully stressed under at least

one of the design load conditions.” [6]

In fact, Problems inferior to stress and minimum weight

constraints can be handled by FSD. When a structural member

does not reach its allowable stress its area is reduced in order

to make it fully stressed, a minimum gage is imposed to not

lose any member and compromise the stability of the

structure. When the stress in a member affects the other

components of the structure, at this situation member size is

reduced so that its stress equals the allowable value, which

might significantly increase the stress in other members and

raise a situation which is typical of indeterminate structures.

This problem can be only solved by several iterations. It is

accepted to solution that some members are not fully stressed

to reach the best possible weight for the entire structure only

the few iterations required to reach an optimum. [6]

A fully stressed design is often near the true optimal solution.

Even in the case where the actual optimum is not achieved,

FSD allows an appreciable improvement with respect of the

traditional design. Traditional is intended in the sense that

satisfies safety without maximizing savings. In addition, it is

notable that FSD does not require derivatives to search the

feasible domain. [6]

Minimal volume truss optimization

For volume minimization for truss the structural optimization

problem can be stated as:

Minimize V (Ai, Pk), such that

σi (Ai, Pk) ≤ σi0 ------ (i)

xj (Ai, Pk) ≤ Xj0 ------ (ii)

Where V= the volume expressed as a function of the design

parameters, i.e. the cross-sectional area (Ai). This volume V

also depends on the external loads i.e. Pk. i= number of

members in the truss structure, j= no. of the total DOF, and

k=no. of nodal loads σi(Ai, Pk) and xj(Ai, Pk) are the

constraints which are the stresses and the displacements

respectively. σi0 and xj0, are given as the allowable values for

the constraints i.e. σi(Ai, Pk) and xj(Ai, Pk).

Work Description

PEB and Conventional Steel Portal of 18m. span with

different sections are considered.

Study is carried under five different cases, Case 1

discusses the design of Pre Engineered building using

tapered sections and design of building with conventional

steel sections discussed in Case 2 by using ISMB, in case

3 building is design using conventional circular hollow

section while case 4 discuss the design with conventional

compound ISMC and circular tube section and case 5 has

design with conventional rectangular hollow section.

Wind load and seismic load for the respective place i.e.

Palwal, New Delhi are obtained from the IS 875 (PART-3)

and IS 1893(PART-1) respectively.

Models are analyzed for optimum section size for seismic

load and wind load both with different load combinations

given in Indian Standard Codes.

Optimize each model for the stress ratio less than or equal

to one. Optimized portal weight for the applied load are

found out then calculate the steel cost, fabrication cost and

erection cost and obtained the total cost for the portal

frame for different model with different section.



14575

BUILDING PARAMETER AND LOAD CALCULATION

Table 1: Parameters of Building

Length of building 30m

Width of building 18m

Spacing of bay 6m

Clear eave height 5m

Max. eave height 6.35m

Roof slope 5.71°

Dead load(Wt. of sheet and purloins) 15 Kg/m²

Dead load on Member (15 x 6) /100 = 0.9KN/m

Live load on roof 75 Kg/m²

Live load on member (75 x 6) / 100 = 4.5KN/m

Table 2: Seismic Load Parameters (As per Is 1893(Part-1))

Seismic Zone(Z) 0.24 (ZONE-IV)

Response reduction factor (RF) 5

Importance Factor (I) 1

Damping Coefficient (DM) 0.2%

Type of Soil 2 (Medium)

Table 3: Wind Load Calculation (As per IS 875(PART-3))

Basic wind speed (Vb) 47 m/sec.

Design wind speed(Vz) Vb x K1 x K2 x K3

K1 = Probability Factor (Risk Coefficient 1

K2 = Terrain, Height and structure size Factor 0.98

K3 = Topography Factor 1

Design wind pressure(Pz) 0.6 x Vz2 = 1.27 KN/m²

Pressure Coefficients

Enclosure condition of building is partially closed.

Internal pressure Coeff.(Cpi) = (+/-) 0.5

H/W = 0.35 (≤0.5)

L/W = 1.67 (≥1.5 & ≤4)

Table 4: External Pressure Coeff. (Cpi)

Wind Angle Coeff. For Wall Coeff. For Roof

Left Right Left Right

0 degree 0.70 -0.25 -0.90 -0.40

90 degree -0.50 -0.50 -0.80 -0.50



14576

Figure 1. Wind Load Diagram

Load Combination

Primary Load Case

1. EQ+X

2. EQ-X

3. DL

4. LL

5. WL1

6. WL2

7. WL3

8. WL4

9. WL5

10. WL6

11. WL7

12. WL8

13. DL+LL

Load combination for Wind Load

14. 0.75DL+0.75LL+0.75WL-1

15. 0.75DL+0.75LL+0.75WL-2

16. 0.75DL+0.75LL+0.75WL-3

17. 0.75DL+0.75LL+0.75WL-4

18. 0.75DL+0.75LL+0.75WL-5

19. 0.75DL+0.75LL+0.75WL-6

20. 0.75DL+0.75LL+0.75WL-7

21. 0.75DL+0.75LL+0.75WL-8

22. DL+WL-1

23. DL+WL-2

24. DL+WL-3

25. DL+WL-4

26. DL+WL-5

27. DL+WL-6

28. DL+WL-7

29. DL+WL-8

Load combination for Seismic Load

30. 0.75DL+0.75LL+0.75EQ+X

31. 0.75DL+0.75LL+0.75EQ-X

32. DL+EQ+X

33. .33DL+LL

RESULTS AND DISCUSSION

Design detail of Models

This section gives details about different cases that were

considered along with their design

Case 1: Pre Engineered Building (PEB): In Pre Engineered

Building portal columns and beams are taken of tapered size.

Fig.4.1 shows the portal section diagram in which size of

column is varying from top to bottom and larger depth of

section is adopted at top and it decreases till bottom. Similarly

the section depth of beam is decreases in middle of the rafter

length and larger depth is adopted at the ends.



14577

Figure 1. PEB Portal with Beam No.

Table 5: Beam No. with its dimensions

BEAM MKD. F1 (mm) F2(mm) F3(mm) F4(mm) F5(mm) F6(mm) F7(mm)

BEAM 1 274 6 644 200 12 200 12

BEAM 2 574 6 324 200 12 200 12

BEAM 3 574 6 324 200 12 200 12

BEAM 4 274 6 644 200 12 200 12

BEAM 5 366 6 316 200 8 200 8

BEAM 6 366 6 316 200 8 200 8

Figure 2.Tapered section Detail

F1- Depth of section at start node

F2 - Thickness of web

F3 - Depth of section at end node

F4 - Width of top flange

F5 - Thickness of top flange

F6 - Width of bottom flange

F7 - Thickness of bottom flange

The design of members are given in table 6.

Table 6: Design of the members for the model in Case 1

Beam

No.

Design Ratio Clause L/C Ax Iz Iy Ix

Property (Act./Allow.) (cm2) (cm4) (cm4) (cm4)

1 Taper 0.989 7.1.2 BEND C 24 74.1 34400 1600 26.2

2 Taper 0.846 7.1.2 BEND C 24 73.5 29600 1600 26.1

3 Taper 0.846 7.1.2 BEND C 25 73.5 29600 1600 26.1

4 Taper 0.989 7.1.2 BEND C 25 74.1 34400 1600 26.2

5 Taper 0.723 IS-7.1.1(A) 13 51.5 10700 1070 9.17

6 Taper 0.723 IS-7.1.1(A) 13 51.5 10700 1070 9.17

Total weight of the portal is 1.495M-Ton.



14578

Case 2: ISMB: Conventional Steel Building (CSB) using ISMB section

Section used are ISMB 500 and ISMB 550

Figure 3. CSB Diagram with Beam No.

Table 7: Design of the members in Case 2

Beam No. Design Ratio Clause L/C Ax Iz Iy Ix


1 ISMB500 0.881 7.1.2 BEND C 24 111 45200 1370 102

2 ISMB550 0.984 7.1.2 BEND C 24 132 64900 1830 148

3 ISMB550 0.984 7.1.2 BEND C 25 132 64900 1830 148

4 ISMB500 0.881 7.1.2 BEND C 25 111 45200 1370 102

Total weight of the portal is 2.81M-Ton

Case 3: CIR: Conventional Steel Building using Circular Hollow Section

In this case total 173 members are optimized and the sections used are 114.3 x 4.5 CHS, 114.3 x 3.6 CHS, 88.9 x 4 CHS, 88.9 x

3.2 CHS, and 48.3 x 3.2 CHS as per Indian Standards.

+

Figure 4. Circular Cross Section Adopted Truss Diagram

The design of members are shown in table 8




1 114.3X4.5CHS 0.489 IS-7.1.1(B) 25 15.5 234.32 234.32 468.64

2 114.3X3.6CHS 0.521 IS-7.1.1(A) 26 12.5 191.98 191.98 383.96

3 114.3X3.6CHS 0.524 IS-7.1.1(A) 25 12.5 191.98 191.98 383.96

4 114.3X4.5CHS 0.53 IS-7.1.1(B) 24 15.5 234.32 234.32 468.64

6 114.3X4.5CHS 0.168 IS-7.1.2 25 15.5 234.32 234.32 468.64

7 114.3X4.5CHS 0.174 IS-7.1.2 24 15.5 234.32 234.32 468.64



14579



8 88.9X4CHS 0.068 IS-7.1.1(A) 25 10.7 96.34 96.34 192.68

9 114.3X3.6CHS 0.566 IS-7.1.2 24 12.5 191.98 191.98 383.96

10 114.3X3.6CHS 0.713 IS-7.1.2 24 12.5 191.98 191.98 383.96

11 114.3X3.6CHS 0.865 IS-7.1.2 24 12.5 191.98 191.98 383.96

12 114.3X3.6CHS 0.894 IS-7.1.2 24 12.5 191.98 191.98 383.96

13 114.3X3.6CHS 0.863 IS-7.1.2 24 12.5 191.98 191.98 383.96

14 88.9X4CHS 0.622 IS-7.1.1(A) 25 10.7 96.34 96.34 192.68

16 88.9X4CHS 0.744 IS-7.1.1(A) 24 10.7 96.34 96.34 192.68

18 88.9X4CHS 0.784 IS-7.1.1(A) 24 10.7 96.34 96.34 192.68

20 88.9X4CHS 0.677 IS-7.1.1(A) 24 10.7 96.34 96.34 192.68

22 88.9X4CHS 0.334 IS-7.1.1(A) 24 10.7 96.34 96.34 192.68

24 88.9X4CHS 0.692 IS-7.1.2 25 10.7 96.34 96.34 192.68

32 48.3X3.2CHS 0.454 COMPRESSION 24 4.53 11.59 11.59 23.18

33 48.3X3.2CHS 0.229 TENSION 24 4.53 11.59 11.59 23.18

34 48.3X3.2CHS 0.112 TENSION 25 4.53 11.59 11.59 23.18


36 48.3X3.2CHS 0.268 TENSION 25 4.53 11.59 11.59 23.18


38 48.3X3.2CHS 0.474 TENSION 25 4.53 11.59 11.59 23.18


40 48.3X3.2CHS 0.839 TENSION 26 4.53 11.59 11.59 23.18

41 88.9X4CHS 0.411 COMPRESSION 26 10.7 96.34 96.34 192.68

42 88.9X4CHS 0.086 TENSION 24 10.7 96.34 96.34 192.68

43 48.3X3.2CHS 0.112 TENSION 25 4.53 11.59 11.59 23.18

44 114.3X3.6CHS 0.557 IS-7.1.2 25 12.5 191.98 191.98 383.96

45 114.3X3.6CHS 0.695 IS-7.1.2 25 12.5 191.98 191.98 383.96

46 114.3X3.6CHS 0.849 IS-7.1.2 25 12.5 191.98 191.98 383.96

47 114.3X3.6CHS 0.877 IS-7.1.2 25 12.5 191.98 191.98 383.96

48 114.3X3.6CHS 0.839 IS-7.1.2 25 12.5 191.98 191.98 383.96

49 88.9X4CHS 0.073 IS-7.1.1(A) 24 10.7 96.34 96.34 192.68

50 88.9X4CHS 0.758 IS-7.1.1(A) 25 10.7 96.34 96.34 192.68

51 88.9X4CHS 0.789 IS-7.1.1(A) 25 10.7 96.34 96.34 192.68

52 88.9X4CHS 0.672 IS-7.1.1(A) 25 10.7 96.34 96.34 192.68

53 88.9X4CHS 0.316 IS-7.1.1(A) 25 10.7 96.34 96.34 192.68

54 88.9X4CHS 0.732 IS-7.1.2 24 10.7 96.34 96.34 192.68


56 48.3X3.2CHS 0.216 TENSION 25 4.53 11.59 11.59 23.18

57 48.3X3.2CHS 0.114 TENSION 24 4.53 11.59 11.59 23.18


59 48.3X3.2CHS 0.272 TENSION 24 4.53 11.59 11.59 23.18


61 48.3X3.2CHS 0.48 TENSION 24 4.53 11.59 11.59 23.18


63 48.3X3.2CHS 0.857 TENSION 25 4.53 11.59 11.59 23.18



14580



64 88.9X4CHS 0.421 COMPRESSION 25 10.7 96.34 96.34 192.68

65 88.9X4CHS 0.079 TENSION 25 10.7 96.34 96.34 192.68

66 48.3X3.2CHS 0.131 TENSION 24 4.53 11.59 11.59 23.18

67 114.3X4.5CHS 0.183 IS-7.1.2 24 15.5 234.32 234.32 468.64

69 114.3X4.5CHS 0.184 IS-7.1.2 25 15.5 234.32 234.32 468.64

71 114.3X4.5CHS 0.521 IS-7.1.2 25 15.5 234.32 234.32 468.64

72 114.3X4.5CHS 0.434 IS-7.1.1(B) 26 15.5 234.32 234.32 468.64


76 114.3X3.6CHS 0.573 IS-7.1.1(B) 26 12.5 191.98 191.98 383.96

77 114.3X4.5CHS 0.19 IS-7.1.1(A) 25 15.5 234.32 234.32 468.64

78 114.3X4.5CHS 0.12 IS-7.1.1(A) 25 15.5 234.32 234.32 468.64

79 114.3X4.5CHS 0.389 IS-7.1.2 24 15.5 234.32 234.32 468.64

80 114.3X4.5CHS 0.389 IS-7.1.2 24 15.5 234.32 234.32 468.64

81 114.3X4.5CHS 0.73 IS-7.1.2 24 15.5 234.32 234.32 468.64

82 114.3X4.5CHS 0.941 IS-7.1.2 24 15.5 234.32 234.32 468.64

83 114.3X4.5CHS 0.568 IS-7.1.2 24 15.5 234.32 234.32 468.64

84 114.3X4.5CHS 0.429 IS-7.1.2 24 15.5 234.32 234.32 468.64

85 114.3X4.5CHS 0.391 IS-7.1.1(A) 26 15.5 234.32 234.32 468.64


87 114.3X4.5CHS 0.41 IS-7.1.1(B) 26 15.5 234.32 234.32 468.64

88 48.3X3.2CHS 0.148 TENSION 25 4.53 11.59 11.59 23.18

89 114.3X4.5CHS 0.753 IS-7.1.1(B) 24 15.5 234.32 234.32 468.64

90 48.3X3.2CHS 0.073 TENSION 26 4.53 11.59 11.59 23.18

91 114.3X4.5CHS 0.753 IS-7.1.1(B) 24 15.5 234.32 234.32 468.64

92 48.3X3.2CHS 0.025 TENSION 25 4.53 11.59 11.59 23.18

93 114.3X4.5CHS 0.347 IS-7.1.1(B) 24 15.5 234.32 234.32 468.64


95 114.3X4.5CHS 0.273 IS-7.1.1(B) 24 15.5 234.32 234.32 468.64


97 114.3X4.5CHS 0.184 IS-7.1.2 25 15.5 234.32 234.32 468.64


99 114.3X4.5CHS 0.17 IS-7.1.2 25 15.5 234.32 234.32 468.64


101 114.3X4.5CHS 0.521 IS-7.1.2 25 15.5 234.32 234.32 468.64



104 48.3X3.2CHS 0.701 TENSION 26 4.53 11.59 11.59 23.18


106 48.3X3.2CHS 0.703 TENSION 26 4.53 11.59 11.59 23.18


108 48.3X3.2CHS 0.581 TENSION 25 4.53 11.59 11.59 23.18

109 48.3X3.2CHS 0.234 TENSION 24 4.53 11.59 11.59 23.18


111 48.3X3.2CHS 0.562 TENSION 24 4.53 11.59 11.59 23.18



14581



112 48.3X3.2CHS 0.587 TENSION 25 4.53 11.59 11.59 23.18

113 114.3X4.5CHS 0.218 IS-7.1.1(A) 24 15.5 234.32 234.32 468.64

114 114.3X4.5CHS 0.146 IS-7.1.1(A) 24 15.5 234.32 234.32 468.64

115 114.3X4.5CHS 0.376 IS-7.1.2 25 15.5 234.32 234.32 468.64

116 114.3X4.5CHS 0.376 IS-7.1.2 25 15.5 234.32 234.32 468.64

117 114.3X4.5CHS 0.734 IS-7.1.2 25 15.5 234.32 234.32 468.64

118 114.3X4.5CHS 0.951 IS-7.1.2 25 15.5 234.32 234.32 468.64

119 114.3X4.5CHS 0.576 IS-7.1.2 25 15.5 234.32 234.32 468.64

120 114.3X4.5CHS 0.435 IS-7.1.2 25 15.5 234.32 234.32 468.64

121 114.3X4.5CHS 0.555 IS-7.1.2 24 15.5 234.32 234.32 468.64

122 114.3X4.5CHS 0.445 IS-7.1.1(B) 24 15.5 234.32 234.32 468.64


124 114.3X3.6CHS 0.58 IS-7.1.1(B) 25 12.5 191.98 191.98 383.96

125 114.3X4.5CHS 0.394 IS-7.1.1(B) 24 15.5 234.32 234.32 468.64


127 114.3X4.5CHS 0.414 IS-7.1.1(B) 25 15.5 234.32 234.32 468.64

128 48.3X3.2CHS 0.154 TENSION 24 4.53 11.59 11.59 23.18

129 114.3X4.5CHS 0.766 IS-7.1.1(B) 25 15.5 234.32 234.32 468.64

130 48.3X3.2CHS 0.074 TENSION 25 4.53 11.59 11.59 23.18

131 114.3X4.5CHS 0.766 IS-7.1.1(B) 25 15.5 234.32 234.32 468.64

132 48.3X3.2CHS 0.026 TENSION 24 4.53 11.59 11.59 23.18

133 114.3X4.5CHS 0.341 IS-7.1.1(B) 25 15.5 234.32 234.32 468.64


135 114.3X4.5CHS 0.263 IS-7.1.1(B) 25 15.5 234.32 234.32 468.64


137 114.3X4.5CHS 0.198 IS-7.1.2 24 15.5 234.32 234.32 468.64


139 114.3X4.5CHS 0.191 IS-7.1.2 24 15.5 234.32 234.32 468.64


141 114.3X4.5CHS 0.555 IS-7.1.2 24 15.5 234.32 234.32 468.64



144 48.3X3.2CHS 0.721 TENSION 24 4.53 11.59 11.59 23.18


146 48.3X3.2CHS 0.723 TENSION 24 4.53 11.59 11.59 23.18


148 48.3X3.2CHS 0.605 TENSION 24 4.53 11.59 11.59 23.18

149 48.3X3.2CHS 0.225 TENSION 25 4.53 11.59 11.59 23.18


151 48.3X3.2CHS 0.572 TENSION 25 4.53 11.59 11.59 23.18

152 48.3X3.2CHS 0.605 TENSION 24 4.53 11.59 11.59 23.18

153 48.3X3.2CHS 0.749 TENSION 25 4.53 11.59 11.59 23.18

155 88.9X4CHS 0.152 IS-7.1.1(A) 24 10.7 96.34 96.34 192.68

156 88.9X4CHS 0.472 IS-7.1.2 26 10.7 96.34 96.34 192.68



14582



157 88.9X4CHS 0.144 IS-7.1.1(A) 25 10.7 96.34 96.34 192.68

158 88.9X4CHS 0.483 IS-7.1.2 25 10.7 96.34 96.34 192.68

159 88.9X4CHS 0.654 IS-7.1.2 25 10.7 96.34 96.34 192.68

160 88.9X4CHS 0.778 IS-7.1.2 26 10.7 96.34 96.34 192.68

161 88.9X4CHS 0.189 IS-7.1.2 26 10.7 96.34 96.34 192.68

162 48.3X3.2CHS 0.134 TENSION 24 4.53 11.59 11.59 23.18


164 48.3X3.2CHS 0.49 TENSION 26 4.53 11.59 11.59 23.18

165 48.3X3.2CHS 0.036 TENSION 25 4.53 11.59 11.59 23.18

166 88.9X4CHS 0.681 IS-7.1.2 24 10.7 96.34 96.34 192.68

167 88.9X4CHS 0.791 IS-7.1.2 25 10.7 96.34 96.34 192.68

168 88.9X4CHS 0.191 IS-7.1.2 25 10.7 96.34 96.34 192.68

169 48.3X3.2CHS 0.13 TENSION 25 4.53 11.59 11.59 23.18


171 48.3X3.2CHS 0.5 TENSION 25 4.53 11.59 11.59 23.18

172 48.3X3.2CHS 0.039 TENSION 24 4.53 11.59 11.59 23.18

173 48.3X3.2CHS 0.78 TENSION 24 4.53 11.59 11.59 23.18

178 88.9X4CHS 0.767 IS-7.1.2 26 10.7 96.34 96.34 192.68

179 88.9X4CHS 0.781 IS-7.1.2 25 10.7 96.34 96.34 192.68


4: COMP: Compound ISMC & Circular Tube Section Conventional Steel Building

In this case truss member designed are 70 and the model is designed by using sections ISMC 200 FR, 114.3 x 4.5 CHS, 88.9 x 4

CHS, and 60.3 x 2.9 CHS as per Indian Standards.

Figure 5. Circular Cross Section with ISMC Adopted Truss Diagram

The design of members is shown in table 9




1 ISMC200 FR 0.633 IS-7.1.2 24 57 3660 26798.1 19.7

2 114.3X4.5CHS 0.918 IS-7.1.1(A) 24 15.5 234.3 234.3 468.6

3 114.3X4.5CHS 0.918 IS-7.1.1(A) 25 15.5 234.3 234.3 468.6

4 ISMC200 FR 0.633 IS-7.1.2 25 57 3660 26798.1 19.7

6 ISMC200 FR 0.524 SHEAR-Z 24 57 3660 26798.1 19.7



14583



7 ISMC200 FR 0.524 SHEAR-Z 25 57 3660 26798.1 19.7

8 88.9X4CHS 0.385 IS-7.1.2 24 10.7 96.3 96.3 192.7

9 114.3X4.5CHS 0.48 IS-7.1.2 24 15.5 234.3 234.3 468.6

10 114.3X4.5CHS 0.637 IS-7.1.2 24 15.5 234.3 234.3 468.6

11 114.3X4.5CHS 0.752 IS-7.1.2 24 15.5 234.3 234.3 468.6

12 114.3X4.5CHS 0.772 IS-7.1.2 24 15.5 234.3 234.3 468.6

13 114.3X4.5CHS 0.72 IS-7.1.2 24 15.5 234.3 234.3 468.6

14 88.9X4CHS 0.683 IS-7.1.1(A) 24 10.7 96.3 96.3 192.7

16 88.9X4CHS 0.829 IS-7.1.1(A) 24 10.7 96.3 96.3 192.7

18 88.9X4CHS 0.873 IS-7.1.1(A) 24 10.7 96.3 96.3 192.7

20 88.9X4CHS 0.755 IS-7.1.1(A) 24 10.7 96.3 96.3 192.7

22 88.9X4CHS 0.406 IS-7.1.1(A) 24 10.7 96.3 96.3 192.7

24 88.9X4CHS 0.645 IS-7.1.2 25 10.7 96.3 96.3 192.7


33 60.3X2.9CHS 0.204 TENSION 24 5.2 21.6 21.6 43.2

34 60.3X2.9CHS 0.086 TENSION 25 5.2 21.6 21.6 43.2


36 60.3X2.9CHS 0.22 TENSION 25 5.2 21.6 21.6 43.2


38 60.3X2.9CHS 0.41 TENSION 24 5.2 21.6 21.6 43.2


40 60.3X2.9CHS 0.764 TENSION 24 5.2 21.6 21.6 43.2


42 88.9X4CHS 0.678 TENSION 24 10.7 96.3 96.3 192.7

43 60.3X2.9CHS 0.179 TENSION 25 5.2 21.6 21.6 43.2

44 114.3X4.5CHS 0.48 IS-7.1.2 25 15.5 234.3 234.3 468.6

45 114.3X4.5CHS 0.637 IS-7.1.2 25 15.5 234.3 234.3 468.6

46 114.3X4.5CHS 0.752 IS-7.1.2 25 15.5 234.3 234.3 468.6

47 114.3X4.5CHS 0.772 IS-7.1.2 25 15.5 234.3 234.3 468.6

48 114.3X4.5CHS 0.72 IS-7.1.2 25 15.5 234.3 234.3 468.6

49 88.9X4CHS 0.385 IS-7.1.2 25 10.7 96.3 96.3 192.7

50 88.9X4CHS 0.829 IS-7.1.1(A) 25 10.7 96.3 96.3 192.7

51 88.9X4CHS 0.873 IS-7.1.1(A) 25 10.7 96.3 96.3 192.7

52 88.9X4CHS 0.755 IS-7.1.1(A) 25 10.7 96.3 96.3 192.7

53 88.9X4CHS 0.406 IS-7.1.1(A) 25 10.7 96.3 96.3 192.7

54 88.9X4CHS 0.645 IS-7.1.2 24 10.7 96.3 96.3 192.7


56 60.3X2.9CHS 0.204 TENSION 25 5.2 21.6 21.6 43.2

57 60.3X2.9CHS 0.086 TENSION 24 5.2 21.6 21.6 43.2


59 60.3X2.9CHS 0.22 TENSION 24 5.2 21.6 21.6 43.2


61 60.3X2.9CHS 0.41 TENSION 25 5.2 21.6 21.6 43.2




14584



63 60.3X2.9CHS 0.764 TENSION 25 5.2 21.6 21.6 43.2


65 88.9X4CHS 0.678 TENSION 25 10.7 96.3 96.3 192.7

66 60.3X2.9CHS 0.179 TENSION 24 5.2 21.6 21.6 43.2

67 ISMC200 FR 0.547 IS-7.1.1(A) 24 57 3660 26798.1 19.7

68 88.9X4CHS 0.846 IS-7.1.2 24 10.7 96.3 96.3 192.7

69 ISMC200 FR 0.547 IS-7.1.1(A) 25 57 3660 26798.1 19.7

70 88.9X4CHS 0.846 IS-7.1.2 25 10.7 96.3 96.3 192.7


Case 5: SQ: Rectangular & Square Tube Section Conventional Steel Building

Total of 179 members is optimized by using sections 90x90x4.5SHS, 120x60x3.6RHS, 40x40x2.6SHS, and 50x50x2.6 SHS,

sectional details are given as per Indian Standards

Figure 6. Rectangular Cross Section with Adopted Truss Diagram

The design of member is shown in table 10.

Table 10: Design of the members for the model


Property (Act./ Allow.) (cm2) (cm4) (cm4) (cm4)

1 91.5X91.5X4.5SHS 0.444 IS-7.1.1(B) 25 15.14 187.57 187.57 304.8

2 122X61X3.6RHS 0.553 IS-7.1.1(A) 26 12.32 232.61 78.83 193.83

3 122X61X3.6RHS 0.56 IS-7.1.1(A) 24 12.32 232.61 78.83 193.83

4 91.5X91.5X4.5SHS 0.485 IS-7.1.1(B) 24 15.14 187.57 187.57 304.8

6 91.5X91.5X4.5SHS 0.191 IS-7.1.2 25 15.14 187.57 187.57 304.8

7 91.5X91.5X4.5SHS 0.199 IS-7.1.2 24 15.14 187.57 187.57 304.8

8 122X61X3.6RHS 0.069 IS-7.1.1(A) 25 12.32 232.61 78.83 193.83

9 122X61X3.6RHS 0.531 IS-7.1.2 24 12.32 232.61 78.83 193.83

10 122X61X3.6RHS 0.734 IS-7.1.2 24 12.32 232.61 78.83 193.83

11 122X61X3.6RHS 0.885 IS-7.1.2 24 12.32 232.61 78.83 193.83

12 122X61X3.6RHS 0.913 IS-7.1.2 24 12.32 232.61 78.83 193.83

13 122X61X3.6RHS 0.872 IS-7.1.2 24 12.32 232.61 78.83 193.83

14 122X61X3.6RHS 0.625 IS-7.1.1(A) 25 12.32 232.61 78.83 193.83

16 122X61X3.6RHS 0.749 IS-7.1.1(A) 24 12.32 232.61 78.83 193.83

18 122X61X3.6RHS 0.801 IS-7.1.1(A) 24 12.32 232.61 78.83 193.83

20 122X61X3.6RHS 0.69 IS-7.1.1(A) 24 12.32 232.61 78.83 193.83



14585



22 122X61X3.6RHS 0.409 IS-7.1.1(A) 24 12.32 232.61 78.83 193.83

24 122X61X3.6RHS 0.777 IS-7.1.2 25 12.32 232.61 78.83 193.83

32 40X40X2.6SHS 0.602 COMPRESSION 24 3.72 8.45 8.45 13.95

33 40X40X2.6SHS 0.28 TENSION 24 3.72 8.45 8.45 13.95

34 40X40X2.6SHS 0.132 TENSION 25 3.72 8.45 8.45 13.95


36 40X40X2.6SHS 0.321 TENSION 25 3.72 8.45 8.45 13.95


38 40X40X2.6SHS 0.565 TENSION 25 3.72 8.45 8.45 13.95


40 50X50X2.6SHS 0.796 TENSION 26 4.76 17.47 17.47 28.48


42 50X50X2.6SHS 0.267 TENSION 24 4.76 17.47 17.47 28.48

43 50X50X2.6SHS 0.091 TENSION 25 4.76 17.47 17.47 28.48

44 122X61X3.6RHS 0.522 IS-7.1.2 25 12.32 232.61 78.83 193.83

45 122X61X3.6RHS 0.716 IS-7.1.2 25 12.32 232.61 78.83 193.83

46 122X61X3.6RHS 0.868 IS-7.1.2 25 12.32 232.61 78.83 193.83

47 122X61X3.6RHS 0.896 IS-7.1.2 25 12.32 232.61 78.83 193.83

48 122X61X3.6RHS 0.848 IS-7.1.2 25 12.32 232.61 78.83 193.83

49 122X61X3.6RHS 0.073 IS-7.1.1(A) 24 12.32 232.61 78.83 193.83

50 122X61X3.6RHS 0.762 IS-7.1.1(A) 25 12.32 232.61 78.83 193.83

51 122X61X3.6RHS 0.807 IS-7.1.1(A) 25 12.32 232.61 78.83 193.83

52 122X61X3.6RHS 0.686 IS-7.1.1(A) 25 12.32 232.61 78.83 193.83

53 122X61X3.6RHS 0.394 IS-7.1.1(A) 25 12.32 232.61 78.83 193.83

54 122X61X3.6RHS 0.823 IS-7.1.2 24 12.32 232.61 78.83 193.83


56 40X40X2.6SHS 0.264 TENSION 25 3.72 8.45 8.45 13.95

57 40X40X2.6SHS 0.136 TENSION 24 3.72 8.45 8.45 13.95


59 40X40X2.6SHS 0.326 TENSION 24 3.72 8.45 8.45 13.95


61 40X40X2.6SHS 0.572 TENSION 24 3.72 8.45 8.45 13.95


63 50X50X2.6SHS 0.814 TENSION 25 4.76 17.47 17.47 28.48


65 50X50X2.6SHS 0.256 TENSION 25 4.76 17.47 17.47 28.48

66 50X50X2.6SHS 0.111 TENSION 24 4.76 17.47 17.47 28.48

67 91.5X91.5X4.5SHS 0.152 IS-7.1.2 24 15.14 187.57 187.57 304.8

69 91.5X91.5X4.5SHS 0.153 IS-7.1.2 25 15.14 187.57 187.57 304.8

71 91.5X91.5X4.5SHS 0.488 IS-7.1.2 25 15.14 187.57 187.57 304.8

72 91.5X91.5X4.5SHS 0.442 IS-7.1.1(B) 25 15.14 187.57 187.57 304.8


76 122X61X3.6RHS 0.551 IS-7.1.1(B) 26 12.32 232.61 78.83 193.83

77 91.5X91.5X4.5SHS 0.151 IS-7.1.1(A) 25 15.14 187.57 187.57 304.8



14586



78 91.5X91.5X4.5SHS 0.095 IS-7.1.1(A) 25 15.14 187.57 187.57 304.8

79 91.5X91.5X4.5SHS 0.392 IS-7.1.2 24 15.14 187.57 187.57 304.8

80 91.5X91.5X4.5SHS 0.392 IS-7.1.2 24 15.14 187.57 187.57 304.8

81 91.5X91.5X4.5SHS 0.71 IS-7.1.2 24 15.14 187.57 187.57 304.8

82 91.5X91.5X4.5SHS 0.987 IS-7.1.2 24 15.14 187.57 187.57 304.8

83 91.5X91.5X4.5SHS 0.484 IS-7.1.2 24 15.14 187.57 187.57 304.8

84 91.5X91.5X4.5SHS 0.388 IS-7.1.2 24 15.14 187.57 187.57 304.8

85 91.5X91.5X4.5SHS 0.363 IS-7.1.1(B) 25 15.14 187.57 187.57 304.8


87 91.5X91.5X4.5SHS 0.357 IS-7.1.1(B) 26 15.14 187.57 187.57 304.8

88 40X40X2.6SHS 0.124 TENSION 25 3.72 8.45 8.45 13.95

89 91.5X91.5X4.5SHS 0.727 IS-7.1.1(B) 24 15.14 187.57 187.57 304.8

90 40X40X2.6SHS 0.093 TENSION 26 3.72 8.45 8.45 13.95

91 91.5X91.5X4.5SHS 0.727 IS-7.1.1(B) 24 15.14 187.57 187.57 304.8

92 40X40X2.6SHS 0.052 TENSION 26 3.72 8.45 8.45 13.95

93 91.5X91.5X4.5SHS 0.33 IS-7.1.1(B) 24 15.14 187.57 187.57 304.8


95 91.5X91.5X4.5SHS 0.266 IS-7.1.1(B) 24 15.14 187.57 187.57 304.8


97 91.5X91.5X4.5SHS 0.169 IS-7.1.2 25 15.14 187.57 187.57 304.8


99 91.5X91.5X4.5SHS 0.154 IS-7.1.2 25 15.14 187.57 187.57 304.8


101 91.5X91.5X4.5SHS 0.488 IS-7.1.2 25 15.14 187.57 187.57 304.8



104 40X40X2.6SHS 0.818 TENSION 26 3.72 8.45 8.45 13.95


106 40X40X2.6SHS 0.82 TENSION 26 3.72 8.45 8.45 13.95


108 40X40X2.6SHS 0.65 TENSION 25 3.72 8.45 8.45 13.95

109 40X40X2.6SHS 0.341 TENSION 24 3.72 8.45 8.45 13.95


111 40X40X2.6SHS 0.634 TENSION 24 3.72 8.45 8.45 13.95

112 40X40X2.6SHS 0.638 TENSION 25 3.72 8.45 8.45 13.95

113 91.5X91.5X4.5SHS 0.18 IS-7.1.1(A) 24 15.14 187.57 187.57 304.8

114 91.5X91.5X4.5SHS 0.121 IS-7.1.1(A) 24 15.14 187.57 187.57 304.8

115 91.5X91.5X4.5SHS 0.38 IS-7.1.2 25 15.14 187.57 187.57 304.8

116 91.5X91.5X4.5SHS 0.38 IS-7.1.2 25 15.14 187.57 187.57 304.8

117 91.5X91.5X4.5SHS 0.714 IS-7.1.2 25 15.14 187.57 187.57 304.8

118 91.5X91.5X4.5SHS 0.999 IS-7.1.2 25 15.14 187.57 187.57 304.8

119 91.5X91.5X4.5SHS 0.489 IS-7.1.2 25 15.14 187.57 187.57 304.8

120 91.5X91.5X4.5SHS 0.393 IS-7.1.2 25 15.14 187.57 187.57 304.8

121 91.5X91.5X4.5SHS 0.523 IS-7.1.2 24 15.14 187.57 187.57 304.8



14587



122 91.5X91.5X4.5SHS 0.457 IS-7.1.1(B) 24 15.14 187.57 187.57 304.8


124 122X61X3.6RHS 0.557 IS-7.1.1(B) 25 12.32 232.61 78.83 193.83

125 91.5X91.5X4.5SHS 0.375 IS-7.1.1(B) 24 15.14 187.57 187.57 304.8


127 91.5X91.5X4.5SHS 0.36 IS-7.1.1(B) 25 15.14 187.57 187.57 304.8

128 40X40X2.6SHS 0.13 TENSION 24 3.72 8.45 8.45 13.95

129 91.5X91.5X4.5SHS 0.739 IS-7.1.1(B) 25 15.14 187.57 187.57 304.8

130 40X40X2.6SHS 0.094 TENSION 25 3.72 8.45 8.45 13.95

131 91.5X91.5X4.5SHS 0.739 IS-7.1.1(B) 25 15.14 187.57 187.57 304.8

132 40X40X2.6SHS 0.052 TENSION 25 3.72 8.45 8.45 13.95

133 91.5X91.5X4.5SHS 0.324 IS-7.1.1(B) 25 15.14 187.57 187.57 304.8


135 91.5X91.5X4.5SHS 0.257 IS-7.1.1(B) 25 15.14 187.57 187.57 304.8


137 91.5X91.5X4.5SHS 0.184 IS-7.1.2 24 15.14 187.57 187.57 304.8


139 91.5X91.5X4.5SHS 0.174 IS-7.1.2 24 15.14 187.57 187.57 304.8


141 91.5X91.5X4.5SHS 0.523 IS-7.1.2 24 15.14 187.57 187.57 304.8



144 40X40X2.6SHS 0.844 TENSION 24 3.72 8.45 8.45 13.95


146 40X40X2.6SHS 0.846 TENSION 24 3.72 8.45 8.45 13.95


148 40X40X2.6SHS 0.679 TENSION 24 3.72 8.45 8.45 13.95

149 40X40X2.6SHS 0.332 TENSION 25 3.72 8.45 8.45 13.95


151 40X40X2.6SHS 0.645 TENSION 25 3.72 8.45 8.45 13.95

152 40X40X2.6SHS 0.661 TENSION 24 3.72 8.45 8.45 13.95

153 40X40X2.6SHS 0.861 TENSION 25 3.72 8.45 8.45 13.95

155 122X61X3.6RHS 0.317 IS-7.1.1(B) 24 12.32 232.61 78.83 193.83

156 50X50X2.6SHS 0.829 IS-7.1.2 26 4.76 17.47 17.47 28.48

157 122X61X3.6RHS 0.316 IS-7.1.1(B) 25 12.32 232.61 78.83 193.83

158 50X50X2.6SHS 0.849 IS-7.1.2 25 4.76 17.47 17.47 28.48

159 122X61X3.6RHS 0.687 IS-7.1.2 25 12.32 232.61 78.83 193.83

160 122X61X3.6RHS 0.651 IS-7.1.2 26 12.32 232.61 78.83 193.83

161 122X61X3.6RHS 0.042 TENSION 25 12.32 232.61 78.83 193.83

162 50X50X2.6SHS 0.149 TENSION 24 4.76 17.47 17.47 28.48


164 50X50X2.6SHS 0.479 TENSION 26 4.76 17.47 17.47 28.48

165 50X50X2.6SHS 0.019 TENSION 25 4.76 17.47 17.47 28.48

166 122X61X3.6RHS 0.715 IS-7.1.2 24 12.32 232.61 78.83 193.83



14588



167 122X61X3.6RHS 0.66 IS-7.1.2 25 12.32 232.61 78.83 193.83

168 122X61X3.6RHS 0.044 TENSION 24 12.32 232.61 78.83 193.83

169 50X50X2.6SHS 0.149 TENSION 25 4.76 17.47 17.47 28.48


171 50X50X2.6SHS 0.489 TENSION 25 4.76 17.47 17.47 28.48

172 50X50X2.6SHS 0.021 TENSION 24 4.76 17.47 17.47 28.48

173 40X40X2.6SHS 0.899 TENSION 24 3.72 8.45 8.45 13.95

178 122X61X3.6RHS 0.719 IS-7.1.2 26 12.32 232.61 78.83 193.83

179 122X61X3.6RHS 0.732 IS-7.1.2 25 12.32 232.61 78.83 193.83

This portal weight is 0.857M-Ton

Comparison

Reactions

The maximum reaction that were obtained for different model are expressed in form of following graph in fig.7

Figure 7. Reaction of Models

Nodal Deflection

The maximum deflection for all models is shown with the help of fig 8.

Figure 8. Nodal Deflection Chart

PEB ISMB CIR COMP SQ

NEGATIVE -7.546 -7.546 -20.63 -9.1 -19.551

POSITIVE 8.622 8.86 13.566 4.4 12.485

-25-20-15-10-505101520

LO

AD

(M

-TO

N)

VERTICAL REACTIONS

MODELS

PEB 7.55

ISMB 7.55

CIR 20.63

COMP 7.1

SQ 19.551

0510152025

LO

AD

(M

-TO

N)

HORIZONTAL REACTION

PEB, 55.25

ISMB, 25.62

CIR, 37.75

COMP, 37.6

SQ, 38.8

0

10

20

30

40

50

60

MODELS

DIF

FL

EC

TIO

N (

MM

)

NODAL DEFLECTION



14589

Weight of Portal

The weight obtained for different are shown in fig 8.

Figure 8. Designed Portal Weight Chart

CONCLUSION

It’s been recommended that more than PEB, truss bracing

gives the best suited result based on the economical

possibility and the structural safety.

When for a project if PEB is the preferred design then it is

found that bracing system comes out to be the best suitable

when both economical and technical analysis is considered

together.

The overall economic analysis shows that, PEB comes out

to be economically less than CSB with standard hot rolled

section but truss system in conventional building is the

most economical.

Using of hollow tubes in truss system reduced the steel

quantity when compare to PEB, However, PEB instead of

CSB reduces the steel quantity.

Reduction in the steel quantity definitely reducing the dead

load as it is observed for combined with ISMC model, but

the vertical reactions is greater in other truss model

because of couple action in trestle column due to wind

load.

Reduction in the dead load reducing the size of

Foundation. That means for a certain safe bearing capacity

for a place, quantity for foundation work is less.

Using of PEB increase the Aesthetic view of structure,

whereas, truss system has a typical view of its own.

Therefore, from above study we can conclude about the

suitable types of industrial structure either CSB or PEB,

when the span is almost closer to 18m and with bay

spacing 6m

Cost of structure is increased by 88% when conventional

steel sections are adopted, instead of PEB sections.

Cost of material reduced by 35% from PEB, when circular

tube sections are adopted in truss portal.

Moreover the material cost is reduced by 40% to 42%

from PEB portal, when only tube sections are adopted in

portal with truss pattern.

ACKNOWLEDGEMENT

The support of DCEE, NITTTR Bhopal is gratefully

acknowledge, the author acknowledge the support provided

by Mr. Anil Kumar, design engineer at AGC (Arvind Gupta

Consultants), New Delhi.

ABBREVIATIONS

CHS Circular Hollow Section

CSB Conventional steel Building

DL Dead Load

EQx Earthquake Load in X direction

EQy Earthquake Load in Y direction

FSD Fully Stressed Design

LL Live Load

PEB Pre Engineered Building

RHS Rectangular Hollow section

SHS Square Hollow Section

UB Universal Beams

UC Universal Columns

WL Wind Load

1.495

2.81

0.887 0.971 0.857

MODELS

PORTAL WEIGHT in Metric Ton

PEB ISMB CIR COMP SQ



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REFRENCES

[1] Goraviyala, Y. and K. C. Koradiya, 2016, “Design and

Comparison of Steel Roof Truss with Tubular Section

(using SP: 38 and IS: 800-2007),” International Journal

for Scientific Research and Development, vol. 04, Issue

02, pp. 972-974.

[2] Dhruv, S.A. and Ankit,C. C., 2015, “The Economic and

Structural Analysis of Hollow Structural Sections,”

International Journal on Recent and Innovation Trends in

Computing and Communication, vol. 03, Issue 02, pp.

57-62..

[3] Pradeepa, S. and Monika, N.R., 2015, “Design and

Comparison of Various Types of Long Span Roof

Trusses1”, International Journal of Science and

Engineering Research, vol. 03, Issue 10.

[4] Vrushali, B. and R.V.R.K. Prasad, 2013, “Comparison

Between Design and Analysis of Various Configuration

of Industrial Sheds,” International Journal of

Engineering Research and Application, vol. 03, Issue 01,

pp. 1565–1568

[5] S. Ganzerli, “Direct Fully Stressed Design for

Displacement Constraints” 10th World Conference on

Structural and Multidisciplinary Optimization, May 19-

24, 2013, Florida, USA., pp-1-3.

[6] IS 875: Part 1 to 3 Code Of Practice For Design Loads

(Other Than Earthquake) For Buildings and

Structures,1st Revision, New Delhi: BIS..

[7] IS 1893-2002, “Criteria for earthquake resistant design

of structure”.

[8] IS 800-2007, “General construction of steel – code of

practice”.

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