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All questions of Design of Steel Structures for Civil Engineering (CE) Exam
The beam sections in which the extreme fibre in compression can yield stress, but cannot develop the plastic moment of resistance, due to local buckling are classified as- a)Plastic sections
- b)Compact sections
- c)Semi-compact sections
- d)Slender sections
Correct answer is option 'C'. Can you explain this answer?
The beam sections in which the extreme fibre in compression can yield stress, but cannot develop the plastic moment of resistance, due to local buckling are classified as
a)
Plastic sections
b)
Compact sections
c)
Semi-compact sections
d)
Slender sections
|
Siddharth Datta answered |
Semi-compact sections are the beam sections in which the extreme fiber in compression can yield stress, but cannot develop the plastic moment of resistance due to local buckling. Let's understand this classification in detail:
1. Definition of local buckling:
Local buckling refers to the phenomenon where a section of a beam or column undergoes lateral deflection or buckling due to compressive forces, leading to a reduction in its load-carrying capacity. In simple terms, it is the instability of a section under compression.
2. Yield stress:
Yield stress is the maximum stress that a material can withstand without permanent deformation or failure. When a beam section is subjected to compressive forces, the extreme fiber in compression can reach its yield stress, causing it to deform plastically.
3. Plastic moment of resistance:
The plastic moment of resistance is the maximum moment that a beam section can resist without undergoing plastic deformation. It is the moment at which the extreme fiber in compression reaches its yield stress and the section undergoes plastic deformation.
4. Classification of beam sections based on local buckling:
Based on the behavior of beam sections under compression, the American Institute of Steel Construction (AISC) provides a classification system. According to this system, beam sections are classified into three categories - plastic, compact, and non-compact.
- Plastic sections (option A):
Plastic sections are the beam sections that can develop the plastic moment of resistance. In these sections, both the extreme fiber in compression and tension can reach their yield stress, allowing the section to undergo plastic deformation without local buckling.
- Compact sections (option B):
Compact sections are the beam sections that can develop the plastic moment of resistance. In these sections, the extreme fiber in compression can reach its yield stress without local buckling, but the extreme fiber in tension is limited by fracture before reaching its yield stress.
- Semi-compact sections (option C):
Semi-compact sections are the beam sections in which the extreme fiber in compression can yield stress but cannot develop the plastic moment of resistance due to local buckling. These sections are more prone to buckling under compressive forces before reaching their full potential strength.
- Slender sections (option D):
Slender sections are the beam sections where both the extreme fiber in compression and tension are susceptible to local buckling and cannot develop the plastic moment of resistance. These sections have a lower load-carrying capacity compared to the other categories.
In summary, semi-compact sections are beam sections that can yield stress in compression but cannot develop the plastic moment of resistance due to local buckling. This classification is important for structural engineers to ensure the safe and efficient design of steel beams.
1. Definition of local buckling:
Local buckling refers to the phenomenon where a section of a beam or column undergoes lateral deflection or buckling due to compressive forces, leading to a reduction in its load-carrying capacity. In simple terms, it is the instability of a section under compression.
2. Yield stress:
Yield stress is the maximum stress that a material can withstand without permanent deformation or failure. When a beam section is subjected to compressive forces, the extreme fiber in compression can reach its yield stress, causing it to deform plastically.
3. Plastic moment of resistance:
The plastic moment of resistance is the maximum moment that a beam section can resist without undergoing plastic deformation. It is the moment at which the extreme fiber in compression reaches its yield stress and the section undergoes plastic deformation.
4. Classification of beam sections based on local buckling:
Based on the behavior of beam sections under compression, the American Institute of Steel Construction (AISC) provides a classification system. According to this system, beam sections are classified into three categories - plastic, compact, and non-compact.
- Plastic sections (option A):
Plastic sections are the beam sections that can develop the plastic moment of resistance. In these sections, both the extreme fiber in compression and tension can reach their yield stress, allowing the section to undergo plastic deformation without local buckling.
- Compact sections (option B):
Compact sections are the beam sections that can develop the plastic moment of resistance. In these sections, the extreme fiber in compression can reach its yield stress without local buckling, but the extreme fiber in tension is limited by fracture before reaching its yield stress.
- Semi-compact sections (option C):
Semi-compact sections are the beam sections in which the extreme fiber in compression can yield stress but cannot develop the plastic moment of resistance due to local buckling. These sections are more prone to buckling under compressive forces before reaching their full potential strength.
- Slender sections (option D):
Slender sections are the beam sections where both the extreme fiber in compression and tension are susceptible to local buckling and cannot develop the plastic moment of resistance. These sections have a lower load-carrying capacity compared to the other categories.
In summary, semi-compact sections are beam sections that can yield stress in compression but cannot develop the plastic moment of resistance due to local buckling. This classification is important for structural engineers to ensure the safe and efficient design of steel beams.
The effective length of a fillet weld should not be less than- a)2 × weld size
- b)4 × weld size
- c)6 × weld size
- d)weld size
Correct answer is option 'B'. Can you explain this answer?
The effective length of a fillet weld should not be less than
a)
2 × weld size
b)
4 × weld size
c)
6 × weld size
d)
weld size
|
|
Kirti Sharma answered |
The effective length of the weld is the length of the weld for which specified size and throat thickness exist. In drawings only effective length is shown, while welding length made equal to effective length plus twice the size of the weld.
Effective length should not be less than 4 times the size of weld.
According to IS 800-1984, the minimum thickness of vertically stiffened web plate shall not be less than:- a)d/85
- b)d/200
- c)d/225
- d)d/250
Correct answer is option 'B'. Can you explain this answer?
According to IS 800-1984, the minimum thickness of vertically stiffened web plate shall not be less than:
a)
d/85
b)
d/200
c)
d/225
d)
d/250
|
Nandita Datta answered |
As per I.S: 800-1984, the thickness of the web plate should not be less than the following as appropriate:
for unstiffened web.(ii) 1/180 of smallest clear panel dimension and 
for vertically stiffened web.
for vertically stiffened web.(iii) 1/180 of the smaller dimension in each panel and 
for webs stiffened both vertically and horizontally with a horizontal stiffener at a distance from the compression flange equal to 2/5th of the distance from the compression flange to the neutral axis.
for webs stiffened both vertically and horizontally with a horizontal stiffener at a distance from the compression flange equal to 2/5th of the distance from the compression flange to the neutral axis.(iv) 1/180 smaller clear panel dimension and 
when there is also a horizontal stiffener at the neutral axis, where d2 is twice the clear distance from the compression flange angles, or plate or tongue plate to the neutral axis.
when there is also a horizontal stiffener at the neutral axis, where d2 is twice the clear distance from the compression flange angles, or plate or tongue plate to the neutral axis.According to the Unwin’s formula, if t is the thickness of the plate in mm, the nominal diameter of the rivet is- a)d = 1.91 t
- b)d = 1.91 t2
- c)d = 1.91 √t
- d)None of these
Correct answer is option 'D'. Can you explain this answer?
According to the Unwin’s formula, if t is the thickness of the plate in mm, the nominal diameter of the rivet is
a)
d = 1.91 t
b)
d = 1.91 t2
c)
d = 1.91 √t
d)
None of these
|
Debolina Chavan answered |
According to Unwin’s formula,
The nominal diameter (ɸ) of rivet is given by:
ɸ = 6.01√t
where,
t = thickness of plate in “mm”
When the two columns to be spliced are of slightly different size- a)Milled ends are provided
- b)Filler plates are used
- c)Bearing plates are used
- d)Milled end and bearing plated are used
Correct answer is option 'B'. Can you explain this answer?
When the two columns to be spliced are of slightly different size
a)
Milled ends are provided
b)
Filler plates are used
c)
Bearing plates are used
d)
Milled end and bearing plated are used
|
Learners World answered |
Correct Answer :- b
Explanation : Filler plates are used when two column sections having unequal sections. In above condition just milled ends are provided.
Design of riveted joint is based on the assumption:- a)Load is assumed to be uniformly distributed among all the rivets
- b)Shear stress is assumed to be uniformly distributed over the gross area of rivets
- c)Rivet hole is assumed to be completely filled by the rivet
- d)All of the above
Correct answer is option 'D'. Can you explain this answer?
Design of riveted joint is based on the assumption:
a)
Load is assumed to be uniformly distributed among all the rivets
b)
Shear stress is assumed to be uniformly distributed over the gross area of rivets
c)
Rivet hole is assumed to be completely filled by the rivet
d)
All of the above
|
|
Garima Basak answered |
Followings are the assumptions in the design of riveted connections:
i) Load is assumed to be uniformly distributed among all the rivets.
ii) Stress in plate is assumed to be uniform.
iii) Shear stress is assumed to be uniformly distributed over the gross area of rivets.
iv) Bearing stress is assumed to be uniform between the contact surfaces of plate and rivet.
v) Bending stress in rivet is neglected.
vi) Rivet hole is assumed to be completely filled by the rivet.
vii) Friction between plates is neglected.
As per IS: 800, for compression flange, the out stand of flange plates should not exceedWhere t = thickness of thinnest flange plate- a)12t
- b)16t
- c)20t
- d)25t
Correct answer is option 'B'. Can you explain this answer?
As per IS: 800, for compression flange, the out stand of flange plates should not exceed
Where t = thickness of thinnest flange plate
a)
12t
b)
16t
c)
20t
d)
25t
|
Jay Sharma answered |
Compression Flange in IS 800
Compression flange is an important component of a steel beam. As per IS 800, the outstand of flange plates should not exceed a certain limit for compression flange.
Limit for Compression Flange
The limit for compression flange is given by the following formula:
Outstand of flange plates ≤ 16t
where t is the thickness of the thinnest flange plate.
Explanation
The outstand of flange plates refers to the distance between the web and the outermost edge of the flange plate. This distance should not exceed 16 times the thickness of the thinnest flange plate.
The reason for this limit is to ensure that the compression flange does not buckle under the applied load. If the outstand of flange plates is too large, the flange may not be able to resist the compressive forces and may buckle, leading to failure of the beam.
Therefore, it is important to follow the limit specified by IS 800 for compression flange to ensure the structural integrity of the steel beam.
Compression flange is an important component of a steel beam. As per IS 800, the outstand of flange plates should not exceed a certain limit for compression flange.
Limit for Compression Flange
The limit for compression flange is given by the following formula:
Outstand of flange plates ≤ 16t
where t is the thickness of the thinnest flange plate.
Explanation
The outstand of flange plates refers to the distance between the web and the outermost edge of the flange plate. This distance should not exceed 16 times the thickness of the thinnest flange plate.
The reason for this limit is to ensure that the compression flange does not buckle under the applied load. If the outstand of flange plates is too large, the flange may not be able to resist the compressive forces and may buckle, leading to failure of the beam.
Therefore, it is important to follow the limit specified by IS 800 for compression flange to ensure the structural integrity of the steel beam.
Maximum spacing of lacing bars shall be such that maximum slenderness of the main member between consecutive lacing connection is not more than- a)30
- b)40
- c)50
- d)60
Correct answer is option 'C'. Can you explain this answer?
Maximum spacing of lacing bars shall be such that maximum slenderness of the main member between consecutive lacing connection is not more than
a)
30
b)
40
c)
50
d)
60
|
|
Rithika Reddy answered |
For Bolted or welded lacing system, L/rmin ≤ 50 or ≤ 0.7 times KL/r of the member as a whole, whichever is less.
Where rmin = minimum radius of gyration of the components of the compression member.
Pick up the correct statement from the following:- a)The steel beams placed in plain cement concrete are known as reinforced beams
- b)The filler joists are generally continuous over three supports only
- c)Continuous fillers are connected to main beams by means of cleat angles
- d)Continuous fillers are supported by main steel beams
Correct answer is option 'D'. Can you explain this answer?
Pick up the correct statement from the following:
a)
The steel beams placed in plain cement concrete are known as reinforced beams
b)
The filler joists are generally continuous over three supports only
c)
Continuous fillers are connected to main beams by means of cleat angles
d)
Continuous fillers are supported by main steel beams
|
Poonam Siwach answered |
Option-d
If the loaded length of span in meters of a railway steel bridge carrying a single track is 6 m, then impact factor is taken as:- a)0
- b)0.5
- c)Between 0.5 and 1.0
- d)1.0
Correct answer is option 'C'. Can you explain this answer?
If the loaded length of span in meters of a railway steel bridge carrying a single track is 6 m, then impact factor is taken as:
a)
0
b)
0.5
c)
Between 0.5 and 1.0
d)
1.0
|
|
Milan Ghosh answered |
Impact factor is given by:
Where,
L = span
i.e, Impact factor lies between 0.5 and 1.0
The fillet weld whose axis is perpendicular to the direction of the applied load is known as:- a)Side fillet weld
- b)End fillet weld
- c)Flat fillet weld
- d)Diagonal fillet weld
Correct answer is option 'B'. Can you explain this answer?
The fillet weld whose axis is perpendicular to the direction of the applied load is known as:
a)
Side fillet weld
b)
End fillet weld
c)
Flat fillet weld
d)
Diagonal fillet weld
|
Aarav Sharma answered |
Explanation:
Fillet welds are used in joining two metal parts at an angle, where the parts are joined using a triangular section of metal. Fillet welds are used to join parts that are perpendicular to each other or at an angle of 90 degrees. Fillet welds can be classified based on their orientation and position with respect to the applied load.
End Fillet Weld:
The fillet weld whose axis is perpendicular to the direction of the applied load is known as the End fillet weld. In this type of weld, the axis of the weld is perpendicular to the direction of the load applied on the metal parts. End fillet welds are commonly used in butt joints and corner joints.
Advantages of End Fillet Weld:
1. Strong and Durable: End fillet welds are strong and durable as they are placed perpendicular to the applied load, which makes them ideal for joining metal parts that will be subjected to high loads and stresses.
2. Easy to Inspect: End fillet welds are easy to inspect as they are placed perpendicular to the applied load, which makes it easy to check the quality and integrity of the weld.
3. Cost-Effective: End fillet welds are cost-effective as they require less material and less time to complete compared to other types of welds.
Conclusion:
The End fillet weld is a type of fillet weld that is placed perpendicular to the direction of the applied load. This type of weld is strong, durable, easy to inspect, and cost-effective. End fillet welds are commonly used in butt joints and corner joints.
Fillet welds are used in joining two metal parts at an angle, where the parts are joined using a triangular section of metal. Fillet welds are used to join parts that are perpendicular to each other or at an angle of 90 degrees. Fillet welds can be classified based on their orientation and position with respect to the applied load.
End Fillet Weld:
The fillet weld whose axis is perpendicular to the direction of the applied load is known as the End fillet weld. In this type of weld, the axis of the weld is perpendicular to the direction of the load applied on the metal parts. End fillet welds are commonly used in butt joints and corner joints.
Advantages of End Fillet Weld:
1. Strong and Durable: End fillet welds are strong and durable as they are placed perpendicular to the applied load, which makes them ideal for joining metal parts that will be subjected to high loads and stresses.
2. Easy to Inspect: End fillet welds are easy to inspect as they are placed perpendicular to the applied load, which makes it easy to check the quality and integrity of the weld.
3. Cost-Effective: End fillet welds are cost-effective as they require less material and less time to complete compared to other types of welds.
Conclusion:
The End fillet weld is a type of fillet weld that is placed perpendicular to the direction of the applied load. This type of weld is strong, durable, easy to inspect, and cost-effective. End fillet welds are commonly used in butt joints and corner joints.
The internal pressure coefficient on walls for buildings with large permeability is taken as:- a)±0.2
- b)±0.5
- c)±0.7
- d)0
Correct answer is option 'C'. Can you explain this answer?
The internal pressure coefficient on walls for buildings with large permeability is taken as:
a)
±0.2
b)
±0.5
c)
±0.7
d)
0
|
|
Swati Dasgupta answered |
According to IS 875: Part 3
Buildings with medium and large openings - Buildings with medium and large openings may also exhibit either positive or negative internal pressure depending upon the direction of wind.
Buildings with medium openings between about 5 to 20 percent of wall area shall be examined for an internal pressure coefficient of +0.5 and later with an internal pressure coefficient of -0.5, and the analysis which produces greater distress of the members shall be adopted.
Buildings with large openings, that is, openings larger than 20 percent of the wall area shall be examined once with an internal pressure coefficient of -0.7 and again with an internal pressure coefficient of -0.7, and the analysis which produces greater distress on the members shall be adopted.
Which one of the following methods of design is not suitable for structures subjected to impact and fatigue?- a)Simple Design
- b)Semi Rigid design
- c)Rigid design
- d)Plastic Design
Correct answer is option 'D'. Can you explain this answer?
Which one of the following methods of design is not suitable for structures subjected to impact and fatigue?
a)
Simple Design
b)
Semi Rigid design
c)
Rigid design
d)
Plastic Design
|
|
Anuj Verma answered |
Connection such as riveted, bolted and welded can be design as flexible, semi-rigid or rigid connections. Flexible connections are known as simple connections. Rigid design is done to resist both shear and bending moment at the connections whereas Semi rigid connections resist the bending moment in between flexible and rigid connections. While Plastic design method does not take into consideration the effect of impact, fatigue, creep and shrinkage etc.
Which of the following sections should preferably be used at places where torsion occurs?- a)Angle section
- b)Channel section
- c)Box type section
- d)Any of the above
Correct answer is option 'C'. Can you explain this answer?
Which of the following sections should preferably be used at places where torsion occurs?
a)
Angle section
b)
Channel section
c)
Box type section
d)
Any of the above
|
|
Rithika Reddy answered |
Polar section of modulus (Zp) is high for hollow sections and Box type sections is a type of hollow section, that’s why it is used at a location where torsion occurs.
A reduction in the allowable stress in steel chimney construction is necessary if the temperature exceeds- a)75°C
- b)100°C
- c)200°C
- d)300°C
Correct answer is option 'B'. Can you explain this answer?
A reduction in the allowable stress in steel chimney construction is necessary if the temperature exceeds
a)
75°C
b)
100°C
c)
200°C
d)
300°C
|
|
Garima Kulkarni answered |
Reduction in the allowable stress in steel chimney Construction is necessary if the temperature exceeds 100°C
Consider the following statements:1. Young's modulus of Aluminium is approximately equal to one-third of Young's modulus of steel2. The disadvantage of Aluminum is that the deformation is high for a given load and it is costlier than mild steel3. Aluminium is increasingly used for structural purposes because it requires less maintenance.4. Strength to unit weight ratio of Aluminium is very lowThe correct statements are:- a)1, 2 and 4
- b)2 and 4 only
- c)1, 2 and 3
- d)All of the above
Correct answer is option 'C'. Can you explain this answer?
Consider the following statements:
1. Young's modulus of Aluminium is approximately equal to one-third of Young's modulus of steel
2. The disadvantage of Aluminum is that the deformation is high for a given load and it is costlier than mild steel
3. Aluminium is increasingly used for structural purposes because it requires less maintenance.
4. Strength to unit weight ratio of Aluminium is very low
The correct statements are:
a)
1, 2 and 4
b)
2 and 4 only
c)
1, 2 and 3
d)
All of the above
|
|
Gauri Sarkar answered |
Young's modulus of steel is approximately three times as that of aluminium, that's why its strength to unit weight ratio is high. In situations where high deformations are not acceptable aluminium can't be used. Aluminium is increasingly used for structural purpose because it requires less maintenance. The biggest disadvantage of aluminium is that the deformations are high for a given load and it is costlier than mild steel.
When two plates are placed end to end and are joined by two cover plates, the joint is known as _____.- a)Lap joint
- b)Butt joint
- c)Chain riveted lap joint
- d)Double cover butt joint
Correct answer is option 'D'. Can you explain this answer?
When two plates are placed end to end and are joined by two cover plates, the joint is known as _____.
a)
Lap joint
b)
Butt joint
c)
Chain riveted lap joint
d)
Double cover butt joint
|
|
Debolina Chavan answered |
Double cover butt joint
A double cover butt joint is a type of joint used in welding. It is formed by placing two plates end to end and joining them with two cover plates.
Advantages of double cover butt joint:
- Provides a strong joint
- Reduces the risk of distortion
- Improves the appearance of the joint
Disadvantages of double cover butt joint:
- Requires more preparation time
- Can be more difficult to weld than other types of joints
Conclusion:
In summary, a double cover butt joint is a type of joint used in welding that provides a strong joint and improves the appearance of the joint. While it may require more preparation time and can be more difficult to weld, it offers the advantage of reducing the risk of distortion.
A double cover butt joint is a type of joint used in welding. It is formed by placing two plates end to end and joining them with two cover plates.
Advantages of double cover butt joint:
- Provides a strong joint
- Reduces the risk of distortion
- Improves the appearance of the joint
Disadvantages of double cover butt joint:
- Requires more preparation time
- Can be more difficult to weld than other types of joints
Conclusion:
In summary, a double cover butt joint is a type of joint used in welding that provides a strong joint and improves the appearance of the joint. While it may require more preparation time and can be more difficult to weld, it offers the advantage of reducing the risk of distortion.
A steel beam supporting loads from the floor slab as well as from wall is termed as
- a)stringer beam
- b)lintel beam
- c)spandrel beam
- d)header beam
Correct answer is option 'C'. Can you explain this answer?
A steel beam supporting loads from the floor slab as well as from wall is termed as
a)
stringer beam
b)
lintel beam
c)
spandrel beam
d)
header beam
|
|
Sreemoyee Deshpande answered |
Spandrel beam: Supporting load from exterior wall and slab and spanning from column to column.
In the case of high rise buildings, the masonry walls are usually not able to withstand their self-weight and the slab weight. In such cases, the beams are provided with exterior walls at each floor level to support the wall load and perhaps some roof load also. These beams are termed as spandrels.
Stringer beams: These are secondary beams (typically used in truss bridges) to carry the load from the slab till the cross beams located at truss nodes. You can see them in roof systems supported by trusses too. Basically, their purpose is to convert distributed loads to point loads (at truss nodes).
In roof trusses, the most frequent used section is- a)Two-angle sections placed back to back
- b)Two-channel sections placed back to back
- c)Two-channel sections placed at a distance apart
- d)Four angle section
Correct answer is option 'A'. Can you explain this answer?
In roof trusses, the most frequent used section is
a)
Two-angle sections placed back to back
b)
Two-channel sections placed back to back
c)
Two-channel sections placed at a distance apart
d)
Four angle section
|
Gauri Roy answered |
Angle sections are more resistant towards buckling than plate sections. Connections between angles are simple, and fabricated with ease, whether they’re bolted or welded. Angles offer a wide range of variety as you can use them singly, back to back and star shaped.
It is quite possible for a truss to experience ever changing loading in terms of both magnitude and directions. Under any given loading condition, a set of truss members remain in compression while others remain in tension. For one loading condition, a group of truss members remain loaded in compression while for a different loading condition, a different set of truss members remain loaded in compression. Although plate members perform very efficiently in tension, but they perform poorly under compression as they buckle under insignificant load (reason: very small radius of gyration). So, in place of plate members angle section members are used which can significantly resist buckling in comparison to their plate counterparts. (reason: large radius of gyration). For the above two reasons, angle sections are used in steel trusses so that when applied load reverses its direction and causes the tension members turn into compression members, the new set of compresses members don’t fail by buckling and cause catastrophic failure of the structure.
Four angle sections are used in Compression members.
The risk coefficient k, depends on- a)Mean probable design life of structures
- b)Basic wind speed
- c)Both (1) and (2)
- d)None of above
Correct answer is option 'C'. Can you explain this answer?
The risk coefficient k, depends on
a)
Mean probable design life of structures
b)
Basic wind speed
c)
Both (1) and (2)
d)
None of above
|
|
Aarav Chauhan answered |
Mean Probable Design Life of Structures: The mean probable design life of structures refers to the expected lifespan of a structure. It is the average duration for which a structure is designed to function without significant deterioration. This factor is important in determining the risk coefficient because the longer the design life of a structure, the higher the risk associated with it. Structures that are designed to last for a longer period of time are generally subjected to more external factors such as environmental conditions, wear and tear, and aging, which increase the risk of failure. Therefore, the mean probable design life of structures is a crucial factor in determining the risk coefficient.
Basic Wind Speed: The basic wind speed is the speed of wind that is considered as a reference for determining the design wind loads on structures. It is determined based on the location and characteristics of the site. The basic wind speed is an important factor in calculating the wind-induced loads on structures, which are a significant source of risk. Higher wind speeds can exert greater forces on structures, increasing the risk of structural failure due to wind-induced loads. Therefore, the basic wind speed is an essential parameter in determining the risk coefficient.
Both (1) and (2): The risk coefficient depends on both the mean probable design life of structures and the basic wind speed. These two factors are interrelated and influence the overall risk associated with a structure. The mean probable design life determines the expected duration for which a structure is designed to function, while the basic wind speed determines the wind-induced loads on the structure. Both factors contribute to the overall risk, as structures designed for longer durations and subjected to higher wind speeds are more susceptible to failure. Therefore, considering both the mean probable design life and the basic wind speed is necessary in determining the risk coefficient.
None of the above: This option is incorrect because both the mean probable design life of structures and the basic wind speed are important factors in determining the risk coefficient. Neglecting either of these factors would lead to an incomplete assessment of the risk associated with a structure.
Basic Wind Speed: The basic wind speed is the speed of wind that is considered as a reference for determining the design wind loads on structures. It is determined based on the location and characteristics of the site. The basic wind speed is an important factor in calculating the wind-induced loads on structures, which are a significant source of risk. Higher wind speeds can exert greater forces on structures, increasing the risk of structural failure due to wind-induced loads. Therefore, the basic wind speed is an essential parameter in determining the risk coefficient.
Both (1) and (2): The risk coefficient depends on both the mean probable design life of structures and the basic wind speed. These two factors are interrelated and influence the overall risk associated with a structure. The mean probable design life determines the expected duration for which a structure is designed to function, while the basic wind speed determines the wind-induced loads on the structure. Both factors contribute to the overall risk, as structures designed for longer durations and subjected to higher wind speeds are more susceptible to failure. Therefore, considering both the mean probable design life and the basic wind speed is necessary in determining the risk coefficient.
None of the above: This option is incorrect because both the mean probable design life of structures and the basic wind speed are important factors in determining the risk coefficient. Neglecting either of these factors would lead to an incomplete assessment of the risk associated with a structure.
The forces acting on the web splice of plate girder are- a)Axial forces
- b)Shear and axial forces
- c)Shear and bending forces
- d)Axial and bending forces
Correct answer is option 'C'. Can you explain this answer?
The forces acting on the web splice of plate girder are
a)
Axial forces
b)
Shear and axial forces
c)
Shear and bending forces
d)
Axial and bending forces
|
|
Siddharth Bajaj answered |
A joint in the web plate provided to increase its length is known as web splice. The plates are manufactured up to a limited length. When the maximum manufactured length of the plate is insufficient for full length of the plate girder, web splice becomes essential. They are mainly used in Bridges. Splices in the web of the plate girder are designed to resist the shear and moment at the spliced section. The splice plates are provided on each side of the web.
According to IS 800 – 2007, the permissible bending stress in column base in case of Fe415 is:
- a)415 MPa
- b)273.9 MPa
- c)250 MPa
- d)210 MPa
Correct answer is option 'B'. Can you explain this answer?
According to IS 800 – 2007, the permissible bending stress in column base in case of Fe415 is:
a)
415 MPa
b)
273.9 MPa
c)
250 MPa
d)
210 MPa
|
|
Swara Gupta answered |
As per IS 800:2007, clause 11.3.3 the permissible bending stress in column base is 0.66 fy.
So, permissible bending stress is 0.66 x 415= 273.9 MPa
Which of the following types of riveted joint is free from bending stresses?- a)Lap joint
- b)Butt joint with single cover plate
- c)Butt joint with double cover plates
- d)None of the above
Correct answer is option 'C'. Can you explain this answer?
Which of the following types of riveted joint is free from bending stresses?
a)
Lap joint
b)
Butt joint with single cover plate
c)
Butt joint with double cover plates
d)
None of the above
|
|
Prem Prakash answered |
In case of but joint with double cover at top and bottom then eccentricity is not come into picture when transfer the axially load through it
The best arrangement to provide unified behaviour in built up steel column is by:- a)Lacing
- b)Battening
- c)Tie plates
- d)Perforated cover plates
Correct answer is option 'A'. Can you explain this answer?
The best arrangement to provide unified behaviour in built up steel column is by:
a)
Lacing
b)
Battening
c)
Tie plates
d)
Perforated cover plates
|
|
Kirti Sharma answered |
Two rolled steel sections are connected to each other by lacing, battening, tie plates etc. Lacings (and even battens) are not the load carrying members, they are basically provided so that two columns which they attach work as single entity.
i) Lacing is generally preferred in case of eccentric loads. Flat bars are generally used for lacing. Angles, channels and tubular sections are also used for lacing of very heavily columns.
ii) Battening is normally used for axially loaded columns and in sections where the components are not far apart. Plates are used for battens.
In case of standard bolts of diameter d, the cross-sectional area at threads is approximately- a)0.78 πd2/4
- b)0.85 πd2/4
- c)0.9 πd2/4
- d)0.95 πd2/4
Correct answer is option 'A'. Can you explain this answer?
In case of standard bolts of diameter d, the cross-sectional area at threads is approximately
a)
0.78 πd2/4
b)
0.85 πd2/4
c)
0.9 πd2/4
d)
0.95 πd2/4
|
|
Gauri Roy answered |
In case of standard bolts of diameter ‘d’, the cross sectional area at the thread is approximately taken as 78% of the gross area i.e. 
Minimum spacing of vertical stiffeners is limited toWhere d is the distance between flange angles- a)d/4
- b)d/3
- c)d/2
- d)2d/3
Correct answer is option 'B'. Can you explain this answer?
Minimum spacing of vertical stiffeners is limited to
Where d is the distance between flange angles
a)
d/4
b)
d/3
c)
d/2
d)
2d/3
|
|
Pallabi Bajaj answered |
Minimum Spacing of vertical Stiffeners = 0.33 d
Maximum Spacing of vertical Stiffeners = 1.5 d
Where d = clear depth of web between flange angles.
A simply supported beam of rectangular section and span L is subjected to a concentrated load at the mid span. The length of the plastic hinge is–- a)L/5
- b)L/7
- c)L/4
- d)L/3
Correct answer is option 'D'. Can you explain this answer?
A simply supported beam of rectangular section and span L is subjected to a concentrated load at the mid span. The length of the plastic hinge is–
a)
L/5
b)
L/7
c)
L/4
d)
L/3
|
Bhaskar Mukherjee answered |
The length of the plastic hinge depends on the material properties of the beam and the magnitude of the load. In general, the plastic hinge forms at the location where the bending moment is maximum and exceeds the yield moment of the material.
For a rectangular section beam, the yield moment can be calculated as:
My = (bh^2)/6
where M is the yield moment, b is the width of the beam, and h is the height of the beam.
The maximum bending moment occurs at the midspan and can be calculated as:
Mmax = P*L/4
where P is the magnitude of the concentrated load and L is the span of the beam.
If the bending moment at midspan exceeds the yield moment of the material, a plastic hinge will form. The length of the plastic hinge can be approximated as:
Lp = h*(Mmax/My - 1)
where Lp is the length of the plastic hinge.
Therefore, the length of the plastic hinge for a simply supported beam of rectangular section and span L subjected to a concentrated load at midspan can be calculated using the above equation.
For a rectangular section beam, the yield moment can be calculated as:
My = (bh^2)/6
where M is the yield moment, b is the width of the beam, and h is the height of the beam.
The maximum bending moment occurs at the midspan and can be calculated as:
Mmax = P*L/4
where P is the magnitude of the concentrated load and L is the span of the beam.
If the bending moment at midspan exceeds the yield moment of the material, a plastic hinge will form. The length of the plastic hinge can be approximated as:
Lp = h*(Mmax/My - 1)
where Lp is the length of the plastic hinge.
Therefore, the length of the plastic hinge for a simply supported beam of rectangular section and span L subjected to a concentrated load at midspan can be calculated using the above equation.
As per Indian Standards, rolled steel Beams are classified into- a)Four Series
- b)Five series
- c)Six series
- d)Seven Series
Correct answer is option 'B'. Can you explain this answer?
As per Indian Standards, rolled steel Beams are classified into
a)
Four Series
b)
Five series
c)
Six series
d)
Seven Series
|
|
Gauri Roy answered |
The rolled steel beams are designated by the series to which beam sections belong (abbreviated reference symbols), followed by depth in mm of the section and weight in kN per metre length of the beam, e.g., MB 225 @ 0.312 kN/m.
As per IS 808:1989, Hot rolled I sections are classified in to 5 series:
i) Indian Standard Joist/junior Beams (ISJB)
ii) Indian Standard Light Beams (ISLB)
iii) Indian Standard Medium Weight Beams (ISMB)
iv) Indian Standard Wide Flange Beams (ISWB)
v) Indian Standard Heavy Beam (ISHB)
The effective length of a fillet weld should not be less than- a)Two times the weld size
- b)Four times the weld size
- c)Six times the weld size
- d)Weld size
Correct answer is option 'B'. Can you explain this answer?
The effective length of a fillet weld should not be less than
a)
Two times the weld size
b)
Four times the weld size
c)
Six times the weld size
d)
Weld size
|
|
Simran Mukherjee answered |
As per IS 800 : 2007, Effective length of a fillet weld should not be less than four times the weld size.
If “Ib” is the moment of the inertia of the rolled beam section, “Ap” is the area of the cover plates in one flange and “h” is the distance between the centroid of the top and bottom flange plates, Moment of inertia of Built-up plate girder is given by:- a)
- b)
- c)
- d)
Correct answer is option 'A'. Can you explain this answer?
If “Ib” is the moment of the inertia of the rolled beam section, “Ap” is the area of the cover plates in one flange and “h” is the distance between the centroid of the top and bottom flange plates, Moment of inertia of Built-up plate girder is given by:
a)
b)
c)
d)
|
|
Naina Das answered |
Moment of inertia of Built-up plate girder is given by:
Where,
Ib = is the moment of the inertia of the rolled beam section
Ap = is the area of the cover plates in one flange
h = is the distance between the centroid of the top and bottom flange plates
In an industrial building with brittle cladding, vertical deflection of beams should not exceed- a)
- b)
- c)
- d)
Correct answer is option 'B'. Can you explain this answer?
In an industrial building with brittle cladding, vertical deflection of beams should not exceed
a)
b)
c)
d)
|
|
Kavya Mehta answered |
According to IS: 800 (2007), in an industrial building with brittle cladding, vertical deflection of beams should not exceed 
for elastic cladding it should not exceed 
for elastic cladding it should not exceed If fillet weld is applied to the rounded toe of a rolled steel section having thickness of "t" at toe, the specified size of weld generally not to exceed- a)t – 1.5 mm
- b)t – 2.0 mm
- c)
- d)
Correct answer is option 'D'. Can you explain this answer?
If fillet weld is applied to the rounded toe of a rolled steel section having thickness of "t" at toe, the specified size of weld generally not to exceed
a)
t – 1.5 mm
b)
t – 2.0 mm
c)
d)
|
|
Devika Tiwari answered |
Fillet weld is provided to square edges, the weld size should be at least 1.5 mm less than the edge thickness (i.e Thickness of thinner member – 1.5 mm)
For the rounded toe of a rolled section, the weld size should not exceed ¾ thickness of the section at the toe (i.e = 3/4th thickness of rolled section at toe)
Identify the correct statements.1. The angle of inclination of the lacing with the longitudinal axis of the column should be between 40° to 70°.2. The slenderness ratio (leff/r) of the lacing bars should not exceed 145.3. The angle of inclination of the lacing with the longitudinal axis of the column should be between 30° to 70°4. Minimum width of lacing bars in riveted connection should be three times the nominal diameter of the rivet- a)1, 3 and 4
- b)1, 2 and 3
- c)1, 2 and 4
- d)All of the above
Correct answer is option 'C'. Can you explain this answer?
Identify the correct statements.
1. The angle of inclination of the lacing with the longitudinal axis of the column should be between 40° to 70°.
2. The slenderness ratio (leff/r) of the lacing bars should not exceed 145.
3. The angle of inclination of the lacing with the longitudinal axis of the column should be between 30° to 70°
4. Minimum width of lacing bars in riveted connection should be three times the nominal diameter of the rivet
a)
1, 3 and 4
b)
1, 2 and 3
c)
1, 2 and 4
d)
All of the above
|
|
Siddharth Bajaj answered |
As per IS 800 Design specifications are:
1. The angle of inclination of the lacing with the longitudinal axis of the column should be between 40° to 70°.
2. The slenderness ratio of the lacing bar should not exceed 145.
3. Minimum width of lacing in riveted connections should be:
Which is approximated to 3 times the nominal diameter.
If a plate with small hole is kept over another plate and the entire hole is filled with weld material, the welded joint is known as- a)Fillet weld
- b)Butt weld
- c)Plug weld
- d)Slot weld
Correct answer is option 'C'. Can you explain this answer?
If a plate with small hole is kept over another plate and the entire hole is filled with weld material, the welded joint is known as
a)
Fillet weld
b)
Butt weld
c)
Plug weld
d)
Slot weld
|
|
Aarav Sharma answered |
The correct answer is option 'C', which is a plug weld. Let's understand why the welded joint formed in this scenario is known as a plug weld.
Plug Weld:
A plug weld is a type of weld joint where a hole in one plate is filled with weld material to join it to another plate underneath. The hole is typically circular or round in shape, and the weld material completely fills the hole, forming a solid connection between the two plates.
Explanation:
When a plate with a small hole is kept over another plate and the entire hole is filled with weld material, it forms a plug weld joint. Here's a detailed explanation of why this answer is correct:
1. Placement of the Plates:
- Two plates are involved in the joint, with one plate placed over the other.
- The plate on the top has a small hole that aligns with a corresponding area on the bottom plate.
2. Hole in the Top Plate:
- The top plate has a small hole that is circular or round in shape.
- The size of the hole can vary depending on the application and the required strength of the joint.
3. Weld Material:
- A welder applies heat and melts a suitable welding material, such as a welding rod or wire, to fill the hole completely.
- The weld material is typically of the same or similar composition as the base metal to ensure compatibility and strength.
4. Welding Process:
- The welder positions the welding material over the hole and applies heat using a welding torch or electrode.
- The heat melts the welding material, which then flows into the hole and forms a solid connection with the base metal.
5. Resultant Joint:
- Once the welding material solidifies, it forms a strong bond between the two plates.
- The weld material fills the hole completely, creating a plug-like shape, hence the name "plug weld."
Advantages of Plug Weld:
- Plug welds provide a high-strength joint, as the weld material completely fills the hole, ensuring a solid connection between the plates.
- This type of weld joint is commonly used in applications where a flush surface is desired, as the plug weld does not protrude beyond the surface of the top plate.
In conclusion, a plug weld is formed when a plate with a small hole is filled with weld material, joining it to another plate. The weld material completely fills the hole, resulting in a strong and flush joint.
Plug Weld:
A plug weld is a type of weld joint where a hole in one plate is filled with weld material to join it to another plate underneath. The hole is typically circular or round in shape, and the weld material completely fills the hole, forming a solid connection between the two plates.
Explanation:
When a plate with a small hole is kept over another plate and the entire hole is filled with weld material, it forms a plug weld joint. Here's a detailed explanation of why this answer is correct:
1. Placement of the Plates:
- Two plates are involved in the joint, with one plate placed over the other.
- The plate on the top has a small hole that aligns with a corresponding area on the bottom plate.
2. Hole in the Top Plate:
- The top plate has a small hole that is circular or round in shape.
- The size of the hole can vary depending on the application and the required strength of the joint.
3. Weld Material:
- A welder applies heat and melts a suitable welding material, such as a welding rod or wire, to fill the hole completely.
- The weld material is typically of the same or similar composition as the base metal to ensure compatibility and strength.
4. Welding Process:
- The welder positions the welding material over the hole and applies heat using a welding torch or electrode.
- The heat melts the welding material, which then flows into the hole and forms a solid connection with the base metal.
5. Resultant Joint:
- Once the welding material solidifies, it forms a strong bond between the two plates.
- The weld material fills the hole completely, creating a plug-like shape, hence the name "plug weld."
Advantages of Plug Weld:
- Plug welds provide a high-strength joint, as the weld material completely fills the hole, ensuring a solid connection between the plates.
- This type of weld joint is commonly used in applications where a flush surface is desired, as the plug weld does not protrude beyond the surface of the top plate.
In conclusion, a plug weld is formed when a plate with a small hole is filled with weld material, joining it to another plate. The weld material completely fills the hole, resulting in a strong and flush joint.
Consider the following with respect to lacing for steel column:1. It is required to resist a total transverse shear of 2.5 percent of the axial and bending stress.2. The slenderness ratio of lacing bars shall not exceed 135.3. For single lacing, effective length is the distance between the inner rivets of the bars.4. For double lacing, effective length is the distance between the outer most rivets of the bars.Which one of the above statements are correct?- a)1, 3 and 4
- b)1, 2 and 4
- c)3 only
- d)1, 2, 3 and 4
Correct answer is option 'C'. Can you explain this answer?
Consider the following with respect to lacing for steel column:
1. It is required to resist a total transverse shear of 2.5 percent of the axial and bending stress.
2. The slenderness ratio of lacing bars shall not exceed 135.
3. For single lacing, effective length is the distance between the inner rivets of the bars.
4. For double lacing, effective length is the distance between the outer most rivets of the bars.
Which one of the above statements are correct?
a)
1, 3 and 4
b)
1, 2 and 4
c)
3 only
d)
1, 2, 3 and 4
|
|
Debolina Chavan answered |
(i) Total transverse shear (V) = 2.5% axial load.
(ii) Slenderness ration of lacing bars ≯ 145
(iii) For both single lacing and double lacing, effective length of lacing is taken as the distance between inner rivets.
The critical section for web crippling in case of flexure members is at:- a)The root of fillet weld
- b)Centre of the section
- c)Centre if the flange
- d)None of the above
Correct answer is option 'A'. Can you explain this answer?
The critical section for web crippling in case of flexure members is at:
a)
The root of fillet weld
b)
Centre of the section
c)
Centre if the flange
d)
None of the above
|
|
Ishani Basu answered |
High concentrated loads create large bearing stress concentration at the junction of web and flange. The web near the portion of stress concentration tends to fold over the flange. This type of local buckling phenomenon is called as web crippling. The rot of the fillet weld is critical section for web crippling.
In a bracket, if load p acts at an eccentricity ‘e’ producing the moment in the plane of a group of bolts, the stress induced in a bolt at distance r from the centroid of the group due to moment along is- a)
- b)
- c)
- d)None of the above
Correct answer is option 'B'. Can you explain this answer?
In a bracket, if load p acts at an eccentricity ‘e’ producing the moment in the plane of a group of bolts, the stress induced in a bolt at distance r from the centroid of the group due to moment along is
a)
b)
c)
d)
None of the above
|
|
Prem Prakash answered |
Chapter doubts & questions for Design of Steel Structures - Mock test series of SSC JE Civil Engineering 2025 2025 is part of Civil Engineering (CE) exam preparation. The chapters have been prepared according to the Civil Engineering (CE) exam syllabus. The Chapter doubts & questions, notes, tests & MCQs are made for Civil Engineering (CE) 2025 Exam. Find important definitions, questions, notes, meanings, examples, exercises, MCQs and online tests here.
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