Design of industrial storage shed and analysis of stresses produced on failure of a joint

1. International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308
(Print), ISSN 0976 – 6316(Online), Volume 5, Issue 8, August (2014), pp. 114-127 © IAEME
INTERNATIONAL JOURNAL OF CIVIL ENGINEERING
AND TECHNOLOGY (IJCIET)
ISSN 0976 – 6308 (Print)
ISSN 0976 – 6316(Online)
Volume 5, Issue 8, August (2014), pp. 114-127
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DESIGN OF INDUSTRIAL STORAGE SHED AND ANALYSIS OF STRESSES
PRODUCED ON FAILURE OF A JOINT
SUBHRAKANT MOHAKUL
B.E. + M.E. (Structures) Andhra University College of Engineering, Visakhapatnam
Dr. SHAIK.YAJDANI
Assistant Professor in Civil Engineering, Andhra University College of Engineering, Visakhapatnam
ABHAY DHURDE
Sr. Manager, Civil Structural, Design Engineering, Rashtriya Ispat Nigam Limited,
Visakhapatnam
ABSTRACT
In this project work submitted, it is proposed to carry out the design of an industrial steel
storage shed, and consideration of forces acting through the other members when one of the member
fails, due to the failure of a connecting joint. This topic of work is decided as considering an accident
which took place in R.I.N.L. Visakhapatnam, in November 2013, in which a Slag Yard collapsed,
during a heavy rain.
Keywords: Re-design of the storage shed using Staad-Pro V8i, joint failure, change in behavior of
the member in which joint failure has occurred.
INTRODUCTION
This Project is a study of the forces acting in the adjacent members when one of the members
failed, and calculating the excess stresses and ratios induced in these connected members. Also the
moments and slenderness's produced are found and described. This structure is proposed to design
according to IS : 800 - 2007 and the dead, live and the wind load analysis is done according to IS :
875 - 1987 (Part-I, Part-II, Part-III). A major portion of the analysis is carried out in Bentley
Staad.Pro V8i.

2. International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308
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INDUSTRIAL SHED
A shed is typically a simple single storied structure in a back garden or on allotment that is
used for storage, hobbies, or as a workshop. Sheds vary considerably in the complexity of their
construction and their sizes, from small open sided tin roofed structures to large wood framed sheds
with shingled roofs, windows and electrical outlets. Sheds used in industries are very large
structures. Industrial Shed constructions are metal sheathing over a metal frame, plastic sheathing
and frame. Large enclosures or industrial type buildings are very common in Visakhapatnam Steel
Plant. Steel offers numerous possibilities to achieve both pleasant and flexible functional use. For
buildings of large enclosure, the economy of the structure plays an important role. For longer spans,
the design is optimized in order to minimize the use of materials, cost and installations effort.
Increasingly, buildings are designed to reduce energy costs and to achieve a high degree of
sustainability. Large open spaces can be created that are efficient, easy to maintain, and are adaptable
as demand changes. Steel is chosen on economic grounds as well as for other aspects such as fire,
architectural quality and sustainability. In most cases, an Industrial building is not a single structure,
but is extended by office and administration units or elements.
RESEARCH SIGNIFICANCE
The Significance of the study is to find out the increase in the stresses induced in the
members of the structure adjacent to the member in which the connection failed. A few specific
objectives of the study have been provided below:
• To design the industrial shed as per its drawing details, in Bentley Staad-Pro V8i.
• To check the structure as per code, with all the member sections as per the drawings.
• To design the structure against Dead Loads, Live Loads, Wind Loads, and a few Miscellaneous
Loads.
• To check the structure against crane loads.
• To check the structure against the combination of loads acting at the time of failure and testing
the situation of failure on the structure.
• To analyze the stresses in the members adjacent to the members in which the joint failed.
• To analyze the behavior of the member after failure.
LIMITATIONS AND DETAILS OF THE PROJECT
• All the areal loads have been converted into point loads and uniformly distributed loads, and
then have been applied on their respective members.
• A special case is observed, where the purlins on the rafter members of the roof truss are
positioned at a defined distance in between the rafter members, rather than being positioned on
the joints. This is taken in order to limit the maximum load per unit area on the sheathing.
Hence in this Structure the entire rafter members take bending forces.
• In the actual drawings the auxiliary girder is laced with the crane girder, but it was not possible
to carry out the similar in Bently Staad-Pro V8i. Hence the slenderness ratio(kL/r) is pre-fed
into the member property.
• The load acting due to staircases, platforms, Pre-Colour-Coated sheets, side runners, and roof
purlins, are added to the structure's dead load.
• Though the structure has been designed and tested against wind loads, but the present analysis
was done only with dead load, live load, and Miscellaneous loads, because at the time of

3. International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308
(Print), ISSN 0976 – 6316(Online), Volume 5, Issue 8, August (2014), pp. 114-127 © IAEME
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accident there was no wind on the structure, and the main crane load was not considered,
because the failure was above crane girder level.
LOADS ACTING ON THE STRUCTURE
• Self-Weight: The self weight of the structure is the total weight of all its individual members. The
total weight of the steel used is 14,283.29 kN.
• Dust Load: In industrial areas a huge amount of residual dust is produced which gets
accumulated on the roof. Basic Dust load considered in this industry is 50 kg/m2. This is equal to
0.5 kN/m2.
• Sheet Load: This is the load generated due to the sheeting of the roof against rains or snow and
dust. Sheets weigh in an average of 4.5 kg /m2 = 0.045 kN/m2.
• Wind Load Calculations: Design Wind Speed = Vz = Vb . K1 . K2 . K3.
As, per IS : 875 Part-III basic wind speed for Vizag is 50 m/s = Vb = 50 m/s.
K1 (Risk Coefficient) = 1.08 (as, per table 1 in IS : 875 Part III).
K2 (Terrain, Height and Structure Size Factor) = The Conditions are for Terrain 4, and Class C,
i.e., the structure is amongst Congested Buildings and has lateral dimensions more than 50m and
with the highest tip of the Building at 35.105m, we find K2 = 0.86063.
K3, (Topography Factor) = 1.10535.
The Design wind speed is given as Vz = 51.37 m/s. Design wind pressure, Pz = 1583.32922 N/m2.
• Roof Live Load: As, per IS : 875 Part II, For = 11.30 o. Force Acting on the Roof 0.724 kN/m2.
• Load acting due to the Monorail crane:
The present crane is a 10 ton monorail.
1. Capacity of the crane at full Loading: 10, 000 kg = 100 kN.
2. Self weight: 10 % of Capacity of the crane at full Loading. = 10 kN
3. Impact Load:
a. Max. static Load = 110 kN.
b. Vertical Load for the Crane = 110 + 27.5 kN = 137.5 kN.
c. Horizontal Force on the Crane = (5 x (100 + 10))/100 = 5.5 kN.
4. Traction Force: 5 % of the vertical load in total = (5 x 110)/100 = 5.5 kN.
There were 3 monorail cranes provided for service in the structure.

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Figure 1: PLAN OF THE STRUCTURE, ABOVE THE RAFTER LEVEL
Figure 2: ISOMETRIC VIEW OF THE STRUCTURE

5. International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308
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Figure 3: FRONT ELEVATION OF THE STRUCTURE
Figure 4. SIDE VIEW OF THE STRUCTURE

6. International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308
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Figure 5: Drawing of the roof girder where the joint failure occurred
Figure 6: Failed Roof Girder's, member nos., for reference purpose

7. International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308
(Print), ISSN 0976 – 6316(Online), Volume 5, Issue 8, August (2014), pp. 114-127 © IAEME
DESIGN AND ANALYSIS OUTPUT RESULT, FOR THE ROOF GIRDER AFTER
FAILURE USING BENTLY STAAD-PRO V8i.
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ALL UNITS ARE - KN METE (UNLESS OTHERWISE Noted)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
5240 SD ISA65X65X8 (INDIAN SECTIONS) 6798 SD ISA65X65X8 (INDIAN SECTIONS)
PASS TENSION 0.008 1 PASS TENSION 0.009 1
2.41 T 0.00 0.00 3.48 2.62 T 0.00 0.00 0.00
5905 ST ISMB300 (INDIAN SECTIONS) 6799 SD ISA130X130X12 (INDIAN SECTIONS)
PASS COMPRESSION 0.011 1 PASS COMPRESSION 0.031 1
4.74 C 0.00 0.00 0.00 13.48 C 0.00 0.00 4.39
5989 ST ISMB300 (INDIAN SECTIONS) 6800 SD ISA100X100X10 (INDIAN SECTIONS)
PASS COMPRESSION 0.012 1 PASS TENSION 0.173 1
4.78 C 0.00 0.00 0.00 99.27 T 0.00 0.00 4.39
6073 ST ISMB300 (INDIAN SECTIONS) 6801 SD ISA65X65X8 (INDIAN SECTIONS)
PASS COMPRESSION 0.012 1 PASS TENSION 0.007 1
4.80 C 0.00 0.00 0.00 2.08 T 0.00 0.00 0.00
6735 SD ISA150X150X16 (INDIAN SECTIONS) 6803 SD ISA80X80X8 (INDIAN SECTIONS)
PASS TENSION 0.006 1 PASS TENSION 0.532 1
8.72 T 0.00 0.00 0.00 194.57 T 0.00 0.00 4.39
6737 SD ISA150X150X16 (INDIAN SECTIONS) 6804 SD ISA65X65X8 (INDIAN SECTIONS)
PASS TENSION 0.109 1 PASS TENSION 0.007 1
148.78 T 0.00 0.00 0.00 2.08 T 0.00 0.00 0.00
6739 SD ISA150X150X16 (INDIAN SECTIONS) * 6805 SD ISA100X100X10 (INDIAN SECTIONS)
PASS TENSION 0.306 1 FAIL COMPRESSION 1.078 1
419.43 T 0.00 0.00 0.00 201.93 C 0.00 0.00 4.39
6757 SD ISA150X150X12 (INDIAN SECTIONS) 6806 SD ISA130X130X12 (INDIAN SECTIONS)
PASS COMPRESSION 0.682 1 PASS TENSION 0.345 1
557.22 C 0.00 0.00 0.00 309.18 T 0.00 0.00 4.39
6758 SD ISA150X150X12 (INDIAN SECTIONS) 6807 SD ISA65X65X8 (INDIAN SECTIONS)
PASS COMPRESSION 0.281 1 PASS TENSION 0.007 1
229.42 C 0.00 0.00 0.00 2.08 T 0.00 0.00 0.00
6759 SD ISA150X150X12 (INDIAN SECTIONS) 6808 SD ISA150X150X18 (INDIAN SECTIONS)
PASS COMPRESSION 0.058 1 PASS COMPRESSION 0.372 1
47.00 C 0.00 0.00 0.00 319.17 C 0.00 0.00 4.39
6767 SD ISA150X150X16 (INDIAN SECTIONS) * 8134 ST ISA110X110X8 (INDIAN SECTIONS)
PASS TENSION 0.006 1 FAIL STEEL-STRESS 2.140 COMPRESS.
8.72 T 0.00 0.00 0.00 8135 ST ISA110X110X8 (INDIAN SECTIONS)
6768 SD ISA150X150X16 (INDIAN SECTIONS) PASS 7.1.2 BEND C 0.452 1
PASS TENSION 0.109 1 27.94 T 0.39 -1.07 4.18
148.78 T 0.00 0.00 0.00 8396 TAP ERED (INDIAN SECTIONS)
6769 SD ISA150X150X16 (INDIAN SECTIONS) PASS COMPRESSION 0.002 1
PASS TENSION 0.306 1 18.93 C 0.00 0.00 0.00

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419.43 T 0.00 0.00 0.00 8399 TAP ERED (INDIAN SECTIONS)
6770 SD ISA150X150X16 (INDIAN SECTIONS) PASS COMPRESSION 0.002 1
PASS TENSION 0.619 1 21.51 C 0.00 0.00 0.00
847.83 T 0.00 0.00 0.00 8409 TAP ERED (INDIAN SECTIONS)
6781 SD ISA150X150X12 (INDIAN SECTIONS) PASS IS-7.1.1(A) 0.026 1
PASS COMPRESSION 0.682 1 229.37 C 0.04 -4.98 0.00
557.22 C 0.00 0.00 0.00 8410 TAP ERED (INDIAN SECTIONS)
6782 SD ISA150X150X12 (INDIAN SECTIONS) PASS IS-7.1.1(A) 0.097 1
PASS COMPRESSION 0.281 1 688.20 C 0.06 -77.49 0.00
229.42 C 0.00 0.00 0.00 9904 SD ISA150X150X12 (INDIAN SECTIONS)
6783 SD ISA150X150X12 (INDIAN SECTIONS) PASS IS-7.1.2 0.088 1
PASS COMPRESSION 0.058 1 0.00 T 0.00 -1.67 0.00
47.00 C 0.00 0.00 0.00 9905 SD ISA150X150X16 (INDIAN SECTIONS)
6784 SD ISA150X150X12 (INDIAN SECTIONS) PASS IS-7.1.1(A) 0.095 1
PASS IS-7.1.1(A) 0.000 1 0.00 T 0.00 2.19 0.00
0.00 T 0.00 0.00 0.00 9907 SD ISA150X150X18 (INDIAN SECTIONS)
10002 SD ISA130X130X12 (INDIAN SECTIONS) PASS 7.1.2 BEND C 0.144 1
PASS 7.1.2 BEND C 0.120 1 2.09 T 0.00 3.58 0.00
0.24 T 0.00 1.59 2.66 10000 SD ISA150X150X18 (INDIAN SECTIONS)
10004 SD ISA110X110X10 (INDIAN SECTIONS) PASS 7.1.2 BEND C 0.101 1
PASS TENSION 0.002 1 0.41 T 0.00 2.71 2.66
1.50 T 0.00 0.00 4.54
Figure 7: Shear Force on the Roof Girder Before Failure

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Figure 8: Shear Force on the Roof Girder After Failure
Figure 9: Node Deflection on the Roof Girder Before Failure

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Figure 10: Node Deflection on the Roof Girder After Failure
RESULTS AND CONCLUSIONS
The force in one of the top chord members of the roof girder experience an increment from
8.717 kN to 15.68 kN. On calculating the force was found to multiply 1.7 times in addition, for
the top chord members of the roof girder because of weld failure.
The force in one of the diagonal members of the roof girder experience an increment from
13.48 kN to 140.66 kN. On calculating it was found that the increase in force was nearly 9.5
times, for the diagonal members in the roof girder because of failure of connection.
One of the vertical members experience an increase of force from 0.72 kN to 2.61 kN. Hence
on calculating it was found that the increase in force was nearly 3.62 times, for the vertical
members in the roof girder because of failure of the weld connection.
The roof girder was not supposed to take bending forces, but because of weld failure the total
load of the three roof trusses act on the roof girder making it to behave as a cantilever.
From the table showing the analysis result, we derived that the nodes '3045', '2169', '2187' at
the joints were totally unstable.
Figure 10 clearly shows how the joint is severed and the roof girder is separated from the roof
truss and the roof leg.
On investigating the site of failure, a reinforcement bar was found embedded inside the weld,
which, reasoned the reduction in the thickness of the weld, which gave away the connecting
joint in between the roof girder and the roof leg, which eventually led to failure of the entire
structure.

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PHOTOGRAPHS OF THE STRUCTURE AFTER FAILURE AT SITE
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FIGURE 11: INTERIOR DEBRIS
FIGURE 12: VIEW OF THE STRUCTURE, FROM THE CRANE GIRDER LEVEL

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FIGURE 13: EXTERIOR VIEW OF THE STRUCTURE, TAKEN FROM A NEARBY
NEIGHBOURING STRUCTURE
FIGURE 14: SHEARED ROOF LEG OF THE STRUCTURE

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FIGURE 15: REINFORCEMENT BAR INSIDE THE WELDING OF THE STRUCTURE
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