Design of Industrial Storage Shed and Analysis of Stresses Produced on Failure of a Joint

8/10/2019 Design of Industrial Storage Shed and Analysis of Stresses Produced on Failure of a Joint

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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

115

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 largestructures. 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 testingthe 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 possibleto 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


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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. Thetotal weight of the steel used is 14,283.29 kN.

Dust Load: In industrial areas a huge amount of residual dust is produced which getsaccumulated on the roof. Basic Dust load considered in this industry is 50 kg/m

2. 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 anddust. Sheets weigh in an average of 4.5 kg /m

2= 0.045 kN/m

2.

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 = 11.30o

. 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


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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


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DESIGN AND ANALYSIS OUTPUT RESULT, FOR THE ROOF GIRDER AFTER

FAILURE USING BENTLY STAAD-PRO V8i.

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


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



4.80 C 0.00 0.00 0.00 2.08 T 0.00 0.00 0.00



8.72 T 0.00 0.00 0.00 194.57 T 0.00 0.00 4.39



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



557.22 C 0.00 0.00 0.00 309.18 T 0.00 0.00 4.39



229.42 C 0.00 0.00 0.00 2.08 T 0.00 0.00 0.00


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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6770 SD ISA150X150X16 (INDIAN SECTIONS) PASS COMPRESSION 0.002 1

PASS TENSION 0.619 1 21.51 C 0.00 0.00 0.00


6781 SD ISA150X150X12 (INDIAN SECTIONS) PASS IS-7.1.1(A) 0.026 1PASS 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)


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)


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 from8.717kN to 15.68kN. On calculating the force was found to multiply 1.7times 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 140.66kN. 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 0.72kN to 2.61kN. 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 10clearly 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

FIGURE 11:INTERIOR DEBRIS

FIGURE 12:VIEW OF THE STRUCTURE, FROM THE CRANE GIRDER LEVEL


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FIGURE 15:REINFORCEMENT BAR INSIDE THE WELDING OF THE STRUCTURE

REFERENCES

1.

Amanda Jenkins, Heather Trowbridge, Small Commercial Building Design in Canton, Maine,

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C.M.Meera, M.E. Structural Engineering, Pre-Engineered Building Design of an IndustrialWarehouse, International Journal of Engineering Sciences & Emerging Technologies. ISSN:

2231 6604 Volume 5, Issue 2, pp: 75-82 IJESET Regional Centre Of Anna University,

Coimbatore, India, June 2013.

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Dr. B.C.Punmia., Dr. Ashok Kumar Jain., Dr. Arun Kumar Jain., "Design of Steel Structures",

Second Edition, Lakshmi Publications (P) Ltd, 113, Golden House Daryaganj, New Delhi,

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4. IS : 875 (PART 1), Indian Standard Code Of Practice For Designs Loads (Other Than

Earthquake) For Buildings And Structures. Part 1 Dead Loads - Unit Weights of Building

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Bureau Of Indian Standards, Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi, (1997-

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IS : 875 (PART 2), Indian Standard Code Of Practice For Designs Loads (Other ThanEarthquake) For Buildings And Structures. Part 2 Imposed Loads. UDC 624.042.3 : 006.76,

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Zafar Marg, New Delhi, June 1998.

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7. IS: 875 (PART 5), Indian Standard Code of Practice for Designs Loads (Other Than

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Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi, November, 1997.

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9. SP : 38(S&T)-1987, ISBN : 81-7061-021. Handbook of Typified Designs for Structures with

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Design of Industrial Storage Shed and Analysis of Stresses Produced on Failure of a Joint

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