optimization of industrial building using pre-engineering
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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.
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 13, Number 20 (2018) pp. 14573-14590
© Research India Publications. http://www.ripublication.com
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.
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 13, Number 20 (2018) pp. 14573-14590
© Research India Publications. http://www.ripublication.com
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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
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 13, Number 20 (2018) pp. 14573-14590
© Research India Publications. http://www.ripublication.com
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.
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 13, Number 20 (2018) pp. 14573-14590
© Research India Publications. http://www.ripublication.com
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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.
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 13, Number 20 (2018) pp. 14573-14590
© Research India Publications. http://www.ripublication.com
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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
Property (Act./Allow.) (cm2) (cm4) (cm4) (cm4)
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
Table 8: Design of the members for the model in Case 3
Beam No. Design Ratio Clause L/C Ax Iz Iy Ix
Property (Act./Allow.) (cm2) (cm4) (cm4) (cm4)
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
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 13, Number 20 (2018) pp. 14573-14590
© Research India Publications. http://www.ripublication.com
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Beam No. Design Ratio Clause L/C Ax Iz Iy Ix
Property (Act./Allow.) (cm2) (cm4) (cm4) (cm4)
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
35 48.3X3.2CHS 0.188 COMPRESSION 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
37 48.3X3.2CHS 0.428 COMPRESSION 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
39 48.3X3.2CHS 0.714 COMPRESSION 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
55 48.3X3.2CHS 0.427 COMPRESSION 25 4.53 11.59 11.59 23.18
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
58 48.3X3.2CHS 0.193 COMPRESSION 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
60 48.3X3.2CHS 0.434 COMPRESSION 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
62 48.3X3.2CHS 0.723 COMPRESSION 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
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 13, Number 20 (2018) pp. 14573-14590
© Research India Publications. http://www.ripublication.com
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Beam No. Design Ratio Clause L/C Ax Iz Iy Ix
Property (Act./Allow.) (cm2) (cm4) (cm4) (cm4)
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
74 48.3X3.2CHS 0.271 COMPRESSION 24 4.53 11.59 11.59 23.18
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
86 48.3X3.2CHS 0.005 COMPRESSION 24 4.53 11.59 11.59 23.18
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
94 48.3X3.2CHS 0.024 COMPRESSION 24 4.53 11.59 11.59 23.18
95 114.3X4.5CHS 0.273 IS-7.1.1(B) 24 15.5 234.32 234.32 468.64
96 48.3X3.2CHS 0.023 COMPRESSION 24 4.53 11.59 11.59 23.18
97 114.3X4.5CHS 0.184 IS-7.1.2 25 15.5 234.32 234.32 468.64
98 48.3X3.2CHS 0.021 COMPRESSION 24 4.53 11.59 11.59 23.18
99 114.3X4.5CHS 0.17 IS-7.1.2 25 15.5 234.32 234.32 468.64
100 48.3X3.2CHS 0.023 COMPRESSION 24 4.53 11.59 11.59 23.18
101 114.3X4.5CHS 0.521 IS-7.1.2 25 15.5 234.32 234.32 468.64
102 48.3X3.2CHS 0.034 COMPRESSION 26 4.53 11.59 11.59 23.18
103 48.3X3.2CHS 0.719 COMPRESSION 25 4.53 11.59 11.59 23.18
104 48.3X3.2CHS 0.701 TENSION 26 4.53 11.59 11.59 23.18
105 48.3X3.2CHS 0.718 COMPRESSION 25 4.53 11.59 11.59 23.18
106 48.3X3.2CHS 0.703 TENSION 26 4.53 11.59 11.59 23.18
107 48.3X3.2CHS 0.712 COMPRESSION 25 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
110 48.3X3.2CHS 0.534 COMPRESSION 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
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 13, Number 20 (2018) pp. 14573-14590
© Research India Publications. http://www.ripublication.com
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Beam No. Design Ratio Clause L/C Ax Iz Iy Ix
Property (Act./Allow.) (cm2) (cm4) (cm4) (cm4)
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
123 48.3X3.2CHS 0.275 COMPRESSION 25 4.53 11.59 11.59 23.18
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
126 48.3X3.2CHS 0.005 COMPRESSION 25 4.53 11.59 11.59 23.18
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
134 48.3X3.2CHS 0.024 COMPRESSION 25 4.53 11.59 11.59 23.18
135 114.3X4.5CHS 0.263 IS-7.1.1(B) 25 15.5 234.32 234.32 468.64
136 48.3X3.2CHS 0.023 COMPRESSION 25 4.53 11.59 11.59 23.18
137 114.3X4.5CHS 0.198 IS-7.1.2 24 15.5 234.32 234.32 468.64
138 48.3X3.2CHS 0.021 COMPRESSION 25 4.53 11.59 11.59 23.18
139 114.3X4.5CHS 0.191 IS-7.1.2 24 15.5 234.32 234.32 468.64
140 48.3X3.2CHS 0.023 COMPRESSION 25 4.53 11.59 11.59 23.18
141 114.3X4.5CHS 0.555 IS-7.1.2 24 15.5 234.32 234.32 468.64
142 48.3X3.2CHS 0.035 COMPRESSION 24 4.53 11.59 11.59 23.18
143 48.3X3.2CHS 0.748 COMPRESSION 24 4.53 11.59 11.59 23.18
144 48.3X3.2CHS 0.721 TENSION 24 4.53 11.59 11.59 23.18
145 48.3X3.2CHS 0.747 COMPRESSION 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
147 48.3X3.2CHS 0.741 COMPRESSION 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
150 48.3X3.2CHS 0.537 COMPRESSION 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
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 13, Number 20 (2018) pp. 14573-14590
© Research India Publications. http://www.ripublication.com
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Beam No. Design Ratio Clause L/C Ax Iz Iy Ix
Property (Act./Allow.) (cm2) (cm4) (cm4) (cm4)
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
163 48.3X3.2CHS 0.17 COMPRESSION 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
170 48.3X3.2CHS 0.162 COMPRESSION 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
Total weight of the portal is 0.887M-Ton
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
Table 9: Design of the members for the model in Case 3
Beam No. Design Ratio Clause L/C Ax Iz Iy Ix
Property (Act./Allow.) (cm2) (cm4) (cm4) (cm4)
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
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 13, Number 20 (2018) pp. 14573-14590
© Research India Publications. http://www.ripublication.com
14583
Beam No. Design Ratio Clause L/C Ax Iz Iy Ix
Property (Act./Allow.) (cm2) (cm4) (cm4) (cm4)
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
32 60.3X2.9CHS 0.304 COMPRESSION 24 5.2 21.6 21.6 43.2
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
35 60.3X2.9CHS 0.116 COMPRESSION 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
37 60.3X2.9CHS 0.292 COMPRESSION 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
39 60.3X2.9CHS 0.533 COMPRESSION 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
41 60.3X2.9CHS 0.981 COMPRESSION 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
55 60.3X2.9CHS 0.304 COMPRESSION 25 5.2 21.6 21.6 43.2
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
58 60.3X2.9CHS 0.116 COMPRESSION 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
60 60.3X2.9CHS 0.292 COMPRESSION 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
62 60.3X2.9CHS 0.533 COMPRESSION 25 5.2 21.6 21.6 43.2
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 13, Number 20 (2018) pp. 14573-14590
© Research India Publications. http://www.ripublication.com
14584
Beam No. Design Ratio Clause L/C Ax Iz Iy Ix
Property (Act./Allow.) (cm2) (cm4) (cm4) (cm4)
63 60.3X2.9CHS 0.764 TENSION 25 5.2 21.6 21.6 43.2
64 60.3X2.9CHS 0.981 COMPRESSION 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
Total weight of the portal is 0.971M-Ton
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
Beam No. Design Ratio Clause L/C Ax Iz Iy Ix
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
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 13, Number 20 (2018) pp. 14573-14590
© Research India Publications. http://www.ripublication.com
14585
Beam No. Design Ratio Clause L/C Ax Iz Iy Ix
Property (Act./ Allow.) (cm2) (cm4) (cm4) (cm4)
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
35 40X40X2.6SHS 0.233 COMPRESSION 25 3.72 8.45 8.45 13.95
36 40X40X2.6SHS 0.321 TENSION 25 3.72 8.45 8.45 13.95
37 40X40X2.6SHS 0.534 COMPRESSION 25 3.72 8.45 8.45 13.95
38 40X40X2.6SHS 0.565 TENSION 25 3.72 8.45 8.45 13.95
39 40X40X2.6SHS 0.91 COMPRESSION 25 3.72 8.45 8.45 13.95
40 50X50X2.6SHS 0.796 TENSION 26 4.76 17.47 17.47 28.48
41 50X50X2.6SHS 0.951 COMPRESSION 24 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
55 40X40X2.6SHS 0.567 COMPRESSION 25 3.72 8.45 8.45 13.95
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
58 40X40X2.6SHS 0.24 COMPRESSION 24 3.72 8.45 8.45 13.95
59 40X40X2.6SHS 0.326 TENSION 24 3.72 8.45 8.45 13.95
60 40X40X2.6SHS 0.542 COMPRESSION 24 3.72 8.45 8.45 13.95
61 40X40X2.6SHS 0.572 TENSION 24 3.72 8.45 8.45 13.95
62 40X40X2.6SHS 0.923 COMPRESSION 24 3.72 8.45 8.45 13.95
63 50X50X2.6SHS 0.814 TENSION 25 4.76 17.47 17.47 28.48
64 50X50X2.6SHS 0.973 COMPRESSION 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
74 40X40X2.6SHS 0.3 COMPRESSION 24 3.72 8.45 8.45 13.95
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
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 13, Number 20 (2018) pp. 14573-14590
© Research India Publications. http://www.ripublication.com
14586
Beam No. Design Ratio Clause L/C Ax Iz Iy Ix
Property (Act./ Allow.) (cm2) (cm4) (cm4) (cm4)
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
86 40X40X2.6SHS 0.005 COMPRESSION 25 3.72 8.45 8.45 13.95
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
94 40X40X2.6SHS 0.026 COMPRESSION 24 3.72 8.45 8.45 13.95
95 91.5X91.5X4.5SHS 0.266 IS-7.1.1(B) 24 15.14 187.57 187.57 304.8
96 40X40X2.6SHS 0.025 COMPRESSION 24 3.72 8.45 8.45 13.95
97 91.5X91.5X4.5SHS 0.169 IS-7.1.2 25 15.14 187.57 187.57 304.8
98 40X40X2.6SHS 0.022 COMPRESSION 24 3.72 8.45 8.45 13.95
99 91.5X91.5X4.5SHS 0.154 IS-7.1.2 25 15.14 187.57 187.57 304.8
100 40X40X2.6SHS 0.024 COMPRESSION 24 3.72 8.45 8.45 13.95
101 91.5X91.5X4.5SHS 0.488 IS-7.1.2 25 15.14 187.57 187.57 304.8
102 40X40X2.6SHS 0.034 COMPRESSION 26 3.72 8.45 8.45 13.95
103 40X40X2.6SHS 0.86 COMPRESSION 25 3.72 8.45 8.45 13.95
104 40X40X2.6SHS 0.818 TENSION 26 3.72 8.45 8.45 13.95
105 40X40X2.6SHS 0.86 COMPRESSION 25 3.72 8.45 8.45 13.95
106 40X40X2.6SHS 0.82 TENSION 26 3.72 8.45 8.45 13.95
107 40X40X2.6SHS 0.853 COMPRESSION 25 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
110 40X40X2.6SHS 0.642 COMPRESSION 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
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 13, Number 20 (2018) pp. 14573-14590
© Research India Publications. http://www.ripublication.com
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Beam No. Design Ratio Clause L/C Ax Iz Iy Ix
Property (Act./ Allow.) (cm2) (cm4) (cm4) (cm4)
122 91.5X91.5X4.5SHS 0.457 IS-7.1.1(B) 24 15.14 187.57 187.57 304.8
123 40X40X2.6SHS 0.303 COMPRESSION 25 3.72 8.45 8.45 13.95
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
126 40X40X2.6SHS 0.006 COMPRESSION 24 3.72 8.45 8.45 13.95
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
134 40X40X2.6SHS 0.027 COMPRESSION 25 3.72 8.45 8.45 13.95
135 91.5X91.5X4.5SHS 0.257 IS-7.1.1(B) 25 15.14 187.57 187.57 304.8
136 40X40X2.6SHS 0.025 COMPRESSION 25 3.72 8.45 8.45 13.95
137 91.5X91.5X4.5SHS 0.184 IS-7.1.2 24 15.14 187.57 187.57 304.8
138 40X40X2.6SHS 0.023 COMPRESSION 25 3.72 8.45 8.45 13.95
139 91.5X91.5X4.5SHS 0.174 IS-7.1.2 24 15.14 187.57 187.57 304.8
140 40X40X2.6SHS 0.024 COMPRESSION 25 3.72 8.45 8.45 13.95
141 91.5X91.5X4.5SHS 0.523 IS-7.1.2 24 15.14 187.57 187.57 304.8
142 40X40X2.6SHS 0.035 COMPRESSION 24 3.72 8.45 8.45 13.95
143 40X40X2.6SHS 0.897 COMPRESSION 24 3.72 8.45 8.45 13.95
144 40X40X2.6SHS 0.844 TENSION 24 3.72 8.45 8.45 13.95
145 40X40X2.6SHS 0.897 COMPRESSION 24 3.72 8.45 8.45 13.95
146 40X40X2.6SHS 0.846 TENSION 24 3.72 8.45 8.45 13.95
147 40X40X2.6SHS 0.89 COMPRESSION 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
150 40X40X2.6SHS 0.646 COMPRESSION 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
163 50X50X2.6SHS 0.121 COMPRESSION 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
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 13, Number 20 (2018) pp. 14573-14590
© Research India Publications. http://www.ripublication.com
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Beam No. Design Ratio Clause L/C Ax Iz Iy Ix
Property (Act./ Allow.) (cm2) (cm4) (cm4) (cm4)
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
170 50X50X2.6SHS 0.117 COMPRESSION 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
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 13, Number 20 (2018) pp. 14573-14590
© Research India Publications. http://www.ripublication.com
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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
International Journal of Applied Engineering Research ISSN 0973-4562 Volume 13, Number 20 (2018) pp. 14573-14590
© Research India Publications. http://www.ripublication.com
14590
REFRENCES
[1] Goraviyala, Y. and K. C. Koradiya, 2016, “Design and
Comparison of Steel Roof Truss with Tubular Section
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[2] Dhruv, S.A. and Ankit,C. C., 2015, “The Economic and
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Computing and Communication, vol. 03, Issue 02, pp.
57-62..
[3] Pradeepa, S. and Monika, N.R., 2015, “Design and
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[4] Vrushali, B. and R.V.R.K. Prasad, 2013, “Comparison
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[5] S. Ganzerli, “Direct Fully Stressed Design for
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[6] IS 875: Part 1 to 3 Code Of Practice For Design Loads
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[8] IS 800-2007, “General construction of steel – code of
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