1. What is the yield strength of bolt of class 4.6?
a) 400 N/mm2
b) 240 N/mm2
c) 250 N/mm2
d) 500 N/mm2
Answer: b
Explanation: For class 4.6, ultimate strength = 4×100 = 400 N/mm2
yield strength / ultimate strength = 0.6
yield strength = 0.6×400 = 240 N/mm2.

2. Which of the following is correct?
a) size of hole = nominal diameter of fastener – clearances
b) size of hole = nominal diameter of fastener x clearances
c) size of hole = nominal diameter of fastener / clearances
d) size of hole = nominal diameter of fastener + clearances
Answer: d
Explanation: Size of hole = nominal diameter of fastener + clearances
Clearance may be standard size, oversize, short slotted or long slotted.

3. High strength bolt is used for ____________
a) shear connection
b) slip resistant connection only
c) bearing type connection only
d) both slip resistant and bearing type connection
Answer: d
Explanation: High strength bolt may be used for slip resistant and bearing type connection. At serviceability, HSFG bolts do not slip and the joints are called slip resistant connections. At ultimate load, HSFG bolts do not slip and the joints behave like bearing type connections.

4. Which of the following is the advantage of HSFG bolts overbearing type bolts?
a) joints are not rigid
b) bolts are subjected to shearing and bearing stresses
c) high strength fatigue
d) low static strength
Answer: c
Explanation: The advantages of HSFG bolts over bearing type bolts are : (i) joints are rigid, (ii) bolts are not subjected to shearing and bearing stresses as load transfer is mainly due to friction, (iii) high static strength due to high frictional resistance, (iv) high strength fatigue since nuts are prevented from loosening, (v)smaller number of bolts results into smaller number of gusset plates.

5. Which of the following is correct for pitch of the bolts and gauge?
a) pitch is measured along direction of load, gauge is measured perpendicular to direction of load
b) pitch is measured perpendicular direction of load, gauge is measured along to direction of load
c) pitch is measured along direction of load, gauge is measured along to direction of load
d) pitch is measured perpendicular direction of load, gauge is measured perpendicular to direction of load
Answer: a
Explanation: Pitch is centre to centre spacing of bolts in a row, measured along direction of load. Gauge is the distance between two consecutive bolts of adjacent row measured at right angles to the direction of load.

6. What is the minimum pitch distance?
a) 2.0 x nominal diameter of fastener
b) 3.0 x nominal diameter of fastener
c) 1.5 x nominal diameter of fastener
d) 2.5 x nominal diameter of fastener
Answer: d
Explanation: Pitch is centre to centre spacing of bolts in a row, measured along direction of load. Distance between centre to centre of fasteners shall not be more than 2.5 times nominal diameter of fasteners.

7. Maximum pitch distance = ______________
a) 16 x thickness of thinner plate
b) 32 x thickness of thinner plate
c) 40 x thickness of thinner plate
d) 20 x thickness of thinner plate
Answer: b
Explanation: Distance between centre of any two adjacent fasteners shall not exceed 32t or 300mm, whichever is less where t is thickness of thinner plate.

8. Pitch shall not be more than ___ in tension member and _______ in compression member.
a) 12t, 16t, where t = thickness of thinner plate
b) 20t, 16t, where t = thickness of thinner plate
c) 16t, 12t, where t = thickness of thinner plate
d) 16t, 20t, where t = thickness of thinner plate
Answer: c
Explanation: Pitch shall not be more than 16t or 200mm, whichever is less in tension member where t is thickness of thinner plate. Pitch shall not be more than 12t or 200mm, whichever is less in compression member, where t is thickness of thinner plate.

9. In case of staggered pitch, the pitch may be increased by ______
a) 50%
b) 20%
c) 100%
d) 30%
Answer: a
Explanation: Spacing between centres of fasteners may be increased by 50% when fasteners are staggered at equal interval and gauge does not exceed at 75mm, subjected to maximum spacing condition.

10. What is the difference between end and edge distance?
a) Edge distance is measured parallel to direction of stress, while end distance is measured perpendicular to direction of stress
b) Edge distance is measured parallel to direction of stress, while end distance is measured parallel to direction of stress
c) Edge distance is measured perpendicular to direction of stress, while end distance is measured perpendicular to direction of stress
d) Edge distance is measured perpendicular to direction of stress, while end distance is measured parallel to direction of stress
Answer: d
Explanation: Edge distance is distance at right angles to the direction of stress from centre of hole to adjacent edge. End distance is distance in the direction of stress from centre of hole to end of element.

11. Moment Resistant Connections transfer
(i) Moments, (ii)Axial force, (iii)shear force
a) i only
b) i and ii
c) ii and iii
d) i, ii and iii
Answer: d
Explanation: Moment resistant connections are used to transfer moments, axial force and shear force from one member to another. These connections are used in framed structures where joints are considered rigid.

12. The effect of twisting moment and shear force on the bolt group cause ____ whereas bending moment and shear force cause ________
a) shear force on the bolts, tension and shear in the bolt
b) tension and shear in the bolt, shear force on the bolts
c) shear force on the bolts, shear force on the bolts
d) tension and shear in the bolt, tension and shear in the bolt
Answer: a
Explanation: The effect of twisting moment and shear force on the bolt group cause shear force along two directions of the bolts whereas bending moment and shear force cause tension and shear in the bolts.

13. If bolt group is subjected to applied moment and torque, the number of bolts is given by
a) √(6Mn’pVsd)
b) √(6Mn’/pVsd)
c) √(6M/n’pVsd)
d) √(6Mn’p/Vsd)
Answer: c
Explanation: If bolt group is subjected to applied moment and torque, the number of bolts is given by n = √(6M/n’pVsd), where p=pitch, M=applied moment, Vsd = design shear strength of single bolt, n’ = number of rows of bolt.

14. Clip angle connections are designed to
a) transfer small end moments in addition to large end shear
b) transfer large end shear only
c) transfer small end moments only
d) transfer bending moments
Answer: a
Explanation: When additional pair of angles in angle seat connection is used to connect the web of beam to flange of column, the connection can be designed to transfer small end moments in addition to large end shear. Such connections are called clip angle connections or light moment connection.

15. Which of the following is true about bracket connections?
a) More rigid than any other connection
b) Fabrication cost is low
c) These connections are used to accommodate less number of bolts
d) They are used to give aesthetic appearance to the structure
Answer: a
Explanation: When the lever arm is to be extended to accommodate more number of bolts, bracket connection is used. The bracket type connection are more rigid than any other type of connection. But the fabrication cost is very high, so they are not adopted in general practice.

16. In bolted moment end plate connection, bending moment , axial force and shear force are transferred by
a) tension only
b) compression only
c) tension and compression
d) friction
Answer: c
Explanation: In bolted moment end plate connection, bending moment, axial force and shear force are transferred by tension and compression or shear through flange welds and by shear through the web welds to the end plate.

17. What is eccentric shear”
a) shear effects caused by concentric load on a bolt group
b) shear effects caused by eccentric load on a bolt group
c) shear effects caused by moment on a bolt group
d) shear effects caused by torsion load on a bolt group
Answer: b
Explanation: When bolt groups are subjected to shear and moment in shear plane, the load that is eccentric is eccentric with respect to centroid of bolt group can be replaced with a force acting through the centroid of bolt group and a moment (Magnitude = Pe). Both the moment and the force result in shear effects in the bolts of the group and is called as eccentric shear.

18. Which of the following connections can be used for beam-beam connection?
a) Pin Connection
b) Moment Resistant Connection
c) Simple Connection
d) Complex Connection
Answer: c
Explanation: Simple connections such as clip and seating angle connection, web angle connection and flexible end plate connections, etc. used for connecting beam-to-columns, can be adopted for beam-beam connections.

19. In practice, secondary beams are connected to main beams by ______
a) web cleats
b) bolts
c) seating angle
d) web cleats and bolts
Answer: a
Explanation: In practice, secondary beams are connected to main beams by web cleats and bolts since web of the main beam may not be strong enough to support seating angles.

20. For which of the following conditions rigid construction is required?
a) fixed beam supported by girder
b) cantilever beam supported by girder
c) overhanging beam
d) overhanging beam supported by girder
Answer: b
Explanation: Rigid connections are necessary if a cantilever beam is supported by girder. Rigid connections may be provided for moment continuity between secondary beams.

21. Simple connections are used to transmit ______
a) forces
b) moments
c) stresses
d) both force and moment
Answer: a
Explanation: Simple Connection is required to transmit force only and there may not be any moment acting on the group of connectors. This connection may be capable of transmitting some amount of moment. Simple connections are also called flexible connections.

22. Which of the following statement is true?
a) lap joint eliminates eccentricity of applied load, butt joint results in eccentricity at connection
b) lap joint and butt joint eliminates eccentricity at connection
c) lap joint results in eccentricity of applied load, butt joint eliminates eccentricity at connection
d) lap joint and butt joint results in eccentricity of applied load
Answer: c
Explanation: Lap joints and butt joints are used to connect plates or members composed of plate elements. Lap joint results in eccentricity of applied load, butt joint eliminates eccentricity at connection.

23. In a lap joint, at least __________ bolts should be provided in a line.
a) 0
b) 1
c) 2
d) 3
Answer: c
Explanation: In lap joint, members to be connected are simply overlapped and connected together by means of bolts and welds. To minimize the effect of bending due to eccentricity in a lap joint, at least two bolts in a line should be provided.

24. Use of lap joints is not recommended because
a) stresses are distributed unevenly
b) eccentricity is eliminated
c) bolts are in double shear
d) no bending is produced
Answer: a
Explanation: In lap joint the centre of gravity of load in one member does not coincide with centre of gravity of load in other member. It results in eccentricity of applied loads and bending. Due to eccentricity, stresses are also not evenly distributed, Hence lap joint is not recommended.

25. Why is double cover butt joint preferred over single cover butt joint or lap joint?
a) bolts are in single shear
b) eliminates eccentricity
c) bending in bolts
d) shear force is not transmitted
Answer: b
Explanation: Double cover butt joint preferred over single cover butt joint or lap joint because (i) eccentricity of load is eliminated, hence no bending in bolts, (ii) total shear force to be transmitted is split into two parts, hence bolts are in double shear. Shear capacity of double cover butt joint is double the shear capacity of single cover butt joint or lap joint.

26. Clip and seating angle connection is provided for
a) lateral support
b) bending support
c) frictional support
d) hinged support
Answer: a
Explanation: Clip and seating angle connection transfer reaction from beam to column through angle seat. The cleat angle is provided for lateral or torsional support to the top flange of the beam and bolted to the top flange.

27. Inflexible end plate design, the beam is designed for the
a) maximum bending moment
b) shear force
c) torsional moment
d) zero end moment
Answer: d
Explanation: In flexible end plate design. beam is designed for the zero end moment and the end plates augment the web shear and bending capacity of beams.

28. which of the following condition is true for web side plate connection?
a) HSFG bolts should be used
b) Bolts should be designed to fail by shear of bolt
c) Bolts should be designed to fail by bearing of connected plies
d) Edge distances must be less than two times the bolt diameter
Answer: c
Explanation: The following condition must be considered for web side plate connection (i) only ordinary bolts should be used, (ii) bolts should be designed to fail by bearing of connected plies ad not by shear of bolt, (iii) edge distances must be greater than two times the bolt diameter.

29. Which of the following is the reason for beams, plate girders and columns being spliced?
a) full length is available from the mill
b) for easy transportation
c) for aesthetic appearance
d) for frictional resistance
Answer: b
Explanation: Rolled beams, plate girders and columns are spliced due to following reasons : (i)full length of the member may not be available from the mill, (ii)size of section which can be transported depends on size of truck, so for easy transportation, (iii)splice points may be used to camber the beam, (iv)when a change in section is required to fit variation in strength required along span of beam.

30. Which of the following is correct regarding splice plates used for beam splices?
a) plates on the flange should be designed to do the work of the web and plates on the web should be designed to do the work of the flange
b) plates on the flange should be designed to do the work of the web and plates on the web should be designed to do the work of the web
c) plates on the flange should be designed to do the work of the flange and plates on the web should be designed to do the work of the flange
d) plates on the flange should be designed to do the work of the flange and plates on the web should be designed to do the work of the web
Answer: d
Explanation: For beam splices, each element of the splice is designed to do the work the sections underlying the splice plates could do, if uncut. Plates on the flange should be designed to do the work of the flange and plates on the web should be designed to do the work of the web.

31. According to IS code, the strength of spliced portion ________ of the effective strength of material spliced.
a) should not be less than 50%
b) should be less than 50%
c) should not be less than 80%
d) should be less than 80%
Answer: a
Explanation: As per IS code, strength of spliced portion should not be less than 50% of the effective strength of material spliced.

32. Choose the correct option from the following regarding basic forms of beam splices.
a) Flush end plates are used when bending moments to be resisted are high
b) Extended end plates are used when bending moments to be resisted are not high
c) Flush end plates are used when bending moments to be resisted are modest
d) Extended end plates are used when torsional moments to be resisted are not high
Answer: c
Explanation: Flush end plates are used when bending moments to be resisted are modest. Singly or doubly extended plates are used when resisting high moments of one sign or full reversal respectively.

33. When are longitudinal stiffeners introduced to beam splices?
a) when change in size between two sections of beam occurs
b) when change in size between two sections of beam does not occur
c) when change in moment between two sections of beam occurs
d) when change in moment between two sections of beam does not occur
Answer: a
Explanation: When change in size between two sections of beam occurs at an end plate splice, it can be easily accommodated by introducing longitudinal stiffeners to the larger beam.

34. In direct end bearing arrangement for column splices,
a) load is transferred through splices
b) splices are designed only to resist accidental tension
c) bending moment is transferred through splices
d) splices are designed only to resist bending moment
Answer: b
Explanation: End bearing arrangement may be used when the columns carry predominantly axial forces. In this load is transferred through contact area and splices are designed only to resist accidental tension due to some uplift loading or internal explosion in the building.

35. Which of the following is true regarding arrangement of leaving a gap between the ends for column splices?
a) load is transferred through splices
b) splices are designed only to resist accidental tension
c) load is transferred through contact area
d) splices are designed only to resist bending moment
Answer: a
Explanation: When the columns carry predominantly axial forces, leaving a gap between the ends may be used. In this case, the whole load is transmitted through means of splice plates. HSFG bolts may be used in the connections and changes in size of column may be accommodated using packing plates.

36. Which of the following is true when end plate splices is used for columns?
a) Short end plates are used for heavy moments
b) Extended end plates are used for moderate moments
c) Short end plates are used for moderate moments
d) Short end plates and extended end plates are used for moderate moments
Answer: c
Explanation: End plate splices can be used in column to provide load reversals in columns. Short end plates are used for moderate moments and extended end plates are used for heavy moments.

37. Position of splices should be _____ in normal practice.
a) at mid height of columns
b) at three fourth height of column from bottom of column
c) at three fourth height of column from top of column
d) just above the floor level
Answer: d
Explanation: In normal practice, splices are positioned just above the floor level to neglect the effects of flexing of the column. In regions of seismic activity, splices should be placed near mid-height of columns, where bending moments will be minimum.

38. Arrange the following welds in ascending order as per their usage in structural engineering applications.
a) fillet weld, groove weld, slot and plug weld
b) slot and plug weld, groove weld, fillet weld
c) groove weld, fillet weld, slot and plug weld
d) fillet weld, slot and plug weld, groove weld
Answer: b
Explanation: Fillet welds are used extensively (about 80%) followed by groove welds (15%). Slot and plug welds are rarely used (less than 5%) in structural engineering applications.

39. Which of the following type of weld is most suitable for lap and T-joints?
a) Fillet weld
b) Groove weld
c) Slot weld
d) Plug weld
Answer: a
Explanation: Fillet welds are suitable for lap and T-joints and groove welds are suitable for butt, corner, and edge joints.

40. Which of the following is true about backup strip provided at bottom of single-V grooves?
a) Back-up strips are commonly used when welding is done from both the sides
b) Back-up strips are commonly used when root opening is sufficient
c) It creates a problem of burn-through
d) It introduces a crevice into the weld geometry
Answer: d
Explanation: Back-up strip is provided at the bottom of single-V/bevel/J or U grooves. It is commonly provided when welding is done from one side or when the root opening is excessive. It introduces a crevice into the weld geometry and prevents the problem of burn-through.

41. The size of root gap and root face for groove weld does not depend on :
a) type of welding process
b) welding position
c) type of metal plate
d) volume of deposited material
Answer: c
Explanation: For groove weld, the root opening or gap is provided for the electrode to access the base of the joint. The size of root gap and root face depends on the following : (i) type of welding process, (ii) welding position, (iii) volume of deposited material, (iv)cost of preparing edges, (v)access for arc and electrode, (vi)shrinkage and distortion.

42. Which of the following groove weld is used for plates of thickness more than 40mm?
a) Double-bevel
b) Single-J
c) Single-U
d) Double-U
Answer: d
Explanation: The groove is made of double-bevel or double-V for plates of thickness more than 12mm, and made of double-U or double-J for plates of thickness more than 40mm. For plates of thickness between 12-40mm, single-J and single-U grooves may be used.

43. Groove welds should have ________ strength as member they join.
a) same
b) less
c) greater
d) half
Answer: a
Explanation: Groove welds will transmit full load of the members they join, so they should have the same strength as the members they join.

44. Which of the following is not true regarding fillet welds?
a) They require less precision in fitting up two sections
b) They are adopted in field as well as shop welding
c) They are assumed to fail in tension
d) They are cheaper than groove welds
Answer: c
Explanation: Fillet welds require less precision in fitting up two sections. They are adopted in field as well as shop welding. They are assumed to fail in shear and are cheaper than groove welds.

45. Which of the following is true about a slot and plug welds?
a) They are extensively used in steel construction
b) They are assumed to fail in shear
c) The inspection of these welds is easy
d) They are normally used to connect members carrying tensile loads
Answer: b
Explanation: Slot and plug welds are not extensively used in steel construction. They are used to fill up holes in connections. They are assumed to fail in shear. The inspection of these welds is difficult. They are useful in preventing overlapping parts from buckling.

46. Choose the correct option regarding weld metal.
a) Weld metal is same as parent metal
b) Weld metal is same as steel
c) It has higher yield to ultimate ratio
d) It has higher ductility compared to structural steel
Answer: c
Explanation: Weld metal is a mixture of parent metal and steel melted from electrode. The solidified weld metal has properties characteristic of cast steel. It has higher yield to ultimate ratio but lower ductility compared to structural steel.

47. Which of the following is not true regarding pre-heating of heat affected zone?
a) Pre-heating does not help to reduce heat affected zone cracks
b) Pre-heating increases the cost of welding
c) It is done to remove surface moisture in highly humid conditions
d) It is done to disperse hydrogen away from weld pool and heat-affected zone
Answer: a
Explanation: Pre-heating of joints help to reduce heat affected zone cracks but increases the cost of welding. It is done to remove surface moisture in highly humid conditions, to disperse hydrogen away from weld pool and heat affected zone, to bring steel to ambient temperature in cold climates.

1. What are steel tension members?
a) Structural elements that are subjected to direct compressive loads
b) Structural elements that are subjected to direct tensile loads
c) Structural elements that are subjected to indirect compressive loads
d) Structural elements that are subjected to indirect tensile loads
Answer: b
Explanation: Steel tension members are those structural elements that are subjected to direct axial tensile loads, which tend to elongate the members. A member in pure tension can be stressed up to and beyond the yield limit and does not buckle locally or overall.

2. The strength of tensile members is not influenced by :
a) length of connection
b) net area of cross section
c) type of fabrication
d) length of plate
Answer: d
Explanation: The strength of tensile members is influenced by factors such as length of connection, size and spacing of fasteners, size and spacing of fasteners, net area of cross section, type of fabrication, connection eccentricity, and shear lag at the end connection.

3. Which of the following statement is correct?
a) single angle section with bolted connection produce eccentricity about both planes
b) single angle section with bolted connection produce eccentricity about one plane only
c) single angle section with welded connection produce eccentricity about both planes
d) single angle section with welded connection does not produce eccentricity about one plane
Answer: a
Explanation: Single angle section with bolted connection produce eccentricity about both planes, whereas single angle section with welded connection may produce eccentricity about one plane only.

4. Which of the following statement is correct?
a) Single angle members are used where members are subjected to reversal of stresses
b) Double angle members are used in towers
c) Single angle members are used as web members in trusses
d) Double angle members are used as web members in trusses
Answer: c
Explanation: Single angle members are used in towers and as web members in trusses. Double angle sections are used as chord members in light roof trusses or in situations where some rigidity is required and where members are subjected to reversal of stresses.

5. What is the difference between strand and wire rope?
a) Strand consists of individual wires wound helically around a central core, wire rope is made of several strand laid helically around a core
b) Wire rope consists of individual wires wound helically around a central core, strand is made of several wire ropes laid helically around a core
c) Strand consists of individual wires wound straight around a central core, wire rope is made of several strand laid helically around a core
d) Wire rope consists of individual wires wound straight around a central core, strand is made of several wire ropes laid helically around a core
Answer: a
Explanation: Strand consists of individual wires wound helically around a central core, wire rope is made of several strand laid helically around a core. Wire ropes are exclusively used for hoisting purposes and as guy wires in steel stacks and towers.

6. Which of the following statement is not correct?
a) Cables in form of wires ropes and strands are used in application where high strength is required
b) Cables are generally long and their flexural rigidity is negligible
c) They are flexible
d) They are recommended in bracing systems
Answer: d
Explanation: Cables used as floor suspenders in suspension bridges are made from individual strands wound together in rope like fashion. Cables in form of wires ropes and strands are used in application where high strength is required and flexural rigidity is unimportant. Cables are generally long and their flexural rigidity is negligible. They are flexible. They are not recommended in bracing systems as they cannot resist compression.

7. Bars and rods are not used as :
a) tension members in bracing systems
b) friction resistant members
c) sag rods to support purlin
d) to support girts in industrial buildings
Answer: b
Explanation: Bars and rods are used as tension members in bracing systems, sag rods to support purlin between trusses, to support girts in industrial buildings, where light structure is desirable. Rods are also used in arches to resist thrust of arch.

8. Sagging of members by built-up bars and rods may be minimised by
a) increasing length diameter
b) increasing thickness ratio
c) fabricating rod/bar short of its required theoretical length
d) fabricating rod/bar more than its required theoretical length
Answer: c
Explanation: Sagging of members by built up bars and rods may be minimised by limiting length diameter or thickness ratio or by fabricating the rod/bar short of its required theoretical length by some arbitrary amount and drawing into place to provide an initial tension. The same effect may be produced by providing turnbuckle in the rod.

9. Which of the following type of tension member is not mainly used in modern practice?
a) open section such as angles
b) flat bars
c) double angles
d) circular section
Answer: b
Explanation: Tension members were generally made of flat bars earlier. But modern practice is to use mainly the following sections for tension members: (i)open sections such as angles, channels and I-sections, (ii)compound and built up sections such as double angle and double channels with or without additional plates, (iii)closed sections such as circular, square, rectangular or hollow sections.

10. Which among the following comparison between angle and flat bars is not true?
a) for light loads, angles are preferred over flat bars
b) flat bar tension members tend to vibrate during passage of load in light bridges
c) flat bars are used instead of angles in case of stress reversal
d) angles are used instead of flat bars in case of stress reversal
Answer: c
Explanation: For light loads, angles are preferred over flat bars. In many light bridges, flat bar tension members tend to vibrate during passage of load. In case of stress reversal angles are more suitable whereas flat bars are unfit to carry compressive load on reversal due to their small radius of gyration in one direction.

11. Which of the following statement is correct?
a) angles placed on same side of gusset plate produce eccentricity about one plane only
b) angles placed on same side of gusset plate produce eccentricity about two planes
c) angles placed on opposite side of gusset plate produce eccentricity about one plane only
d) angles placed on opposite side of gusset plate produce eccentricity about two planes
Answer: a
Explanation: Two angle sections can either be placed back-to-back on the same side of gusset plate, or back-to-back on the opposite side of gusset plate. When angles are connected on the same side of gusset plate, the eccentricity is about one plane only, which can be almost eliminated when the same angles are connected on opposite side of gusset plate.

12. Which of the following is true about built-up section?
a) Built up members are less rigid than single rolled section
b) Single rolled section are formed to meet required area which cannot be provided by built up members
c) Built up members can be made sufficiently stiff
d) Built up sections are not desirable when stress reversal occurs
Answer: c
Explanation: Built-up members, made up of two or more plates or shapes and connected to act as single member, are formed primarily to meet required area which cannot be provided by single rolled section. Built up members are more rigid because for same area much greater moment of inertia can be obtained than single rolled section. Built up members can be made sufficiently stiff to carry compression and tension thus desirable when stress reversal occurs.

13. What is the slenderness ratio of a tension member?
a) ratio of its least radius of gyration to its unsupported length
b) ratio of its unsupported length to its least radius of gyration
c) ratio of its maximum radius of gyration to its unsupported length
d) ratio of its unsupported length to its maximum radius of gyration
Answer: b
Explanation: Slenderness ratio of tension member is ratio of its unsupported length to its least radius of gyration. This limiting slenderness ratio is required in order to prevent undesirable lateral movement or excessive vibration.

14. What is the maximum effective slenderness ratio for a tension member in which stress reversal occurs?
a) 180
b) 200
c) 280
d) 300
Answer: a
Explanation: The maximum effective slenderness ratio for a tension member in which stress reversal occurs due to loads other than wind or seismic forces is 180.

15. What is the maximum effective slenderness ratio for a member subjected to compressive forces resulting only from combination of wind/earthquake actions?
a) 180
b) 200
c) 340
d) 250
Answer: d
Explanation: The maximum effective slenderness ratio for a member subjected to compressive forces resulting only from combination of wind or earthquake actions, such that the deformation of such member does not adversely affect stresses in any part of structure is 250.

16. What is the maximum effective slenderness ratio for a member normally acting as a tie in roof truss or a bracing member?
a) 180
b) 200
c) 350
d) 400
Answer: c
Explanation: The maximum effective slenderness ratio for a member normally acting as a tie in roof truss or a bracing member, which is not considered when subject to stress reversal resulting from action of wind or earthquake forces is 350.

17. What is the maximum effective slenderness ratio for members always in tension?
a) 400
b) 200
c) 350
d) 150
Answer: a
Explanation: The maximum effective slenderness ratio for members always in tension other than pre-tensioned members is 400.

18. The limits specified for slenderness ratio are not
a) applicable to cables
b) applicable to angle sections
c) applicable to built-up sections
d) applicable to circular sections
Answer: a
Explanation: The limits specified for slenderness ratio in the IS code are not applicable to cables. They are applicable to angle sections, built-up sections, circular sections.

19. The displacement of tension member under service load is given by
a) PLEAg
b) PLE/Ag
c) PL/EAg
d) P/LEAg
Answer: c
Explanation: The displacement, that is increase in length of tension member, under service load is given by Δ = PL/EAg, where Δ = Elongation of member in mm, P= unfactored axial load in N, L = length of member in mm, E = elastic modulus = 2×105MPa, Ag = gross cross sectional area of member in mm2.

20. What is gross section yielding?
a) considerable deformation of the member in longitudinal direction may take place before it fractures, making the structure unserviceable
b) considerable deformation of the member in longitudinal direction may take place before it fractures, making the structure serviceable
c) considerable deformation of the member in lateral direction may take place before it fractures, making the structure unserviceable
d) considerable deformation of the member in lateral direction may take place before it fractures, making the structure serviceable
Answer: a
Explanation: Tension member without bolt holes can resist loads up to ultimate load without failure. But such a member will deform in longitudinal direction considerably(10-15% of its original length)before fracture and the structure becomes unserviceable.

21. What is net section rupture failure?
a) rupture of member when the cross section reaches yield stress
b) rupture of member when the cross section reaches ultimate stress
c) rupture of member when the cross section reaches less value than yield stress
d) rupture of member when the cross section is reaches very less value than ultimate stress
Answer: b
Explanation: The point adjacent to hole reaches yield stress first when tension member with hole is loaded statically. The stress at that point remains constant and each fibre away from hole progressively reaches yield stress on further loading. With increasing load, deformations continue until finally rupture of member occurs when entire net cross section of member reaches ultimate stress.

22. The tensile stress adjacent to hole will be ____________
a) about five times the average stress on the net area
b) about half the average stress on the net area
c) equal to average stress on the net area
d) about two to three times the average stress on the net area
Answer: d
Explanation: From the theory of elasticity, the tensile stress adjacent to hole will be about two to three times the average stress on the net area, depending upon the ratio of diameter of hole to the width of plate normal to direction of stress.

23. Which of the following relation is correct?
a) Net area = Gross area x deductions
b) Net area = Gross area + deductions
c) Net area = Gross area – deductions
d) Net area = Gross area / deductions
Answer: c
Explanation: Net area = Gross area – deductions, that is net area of tensile members is calculated by deducting areal of holes from the gross area.

24. Which of the following statement is correct?
a) stress and strain calculated using initial cross section area and initial gauge length are referred to as true stress and true strain
b) stress and strain calculated using current cross section area and initial gauge length are referred to as true stress and engineering strain
c) stress and strain calculated using initial cross section area and initial gauge length are referred to as engineering stress and engineering strain
d) stress and strain calculated using current cross section area and gauge length are referred to as engineering stress and engineering strain
Answer: c
Explanation: Stress and strain calculated using initial cross section area and initial gauge length are referred to as engineering stress and engineering strain. Stress and strain calculated using current cross section area and gauge length are referred to as true stress and true strain.

25. Arrange the regions of engineering stress-strain curve in order from right to left as in graph
a) strain softening region, strain hardening region, yield plateau, linear elastic region
b) strain hardening region, strain softening region, linear elastic region, yield plateau
c) strain softening region, yield plateau, linear elastic region, strain hardening region
d) strain hardening region, linear elastic region, yield plateau, strain softening region
Answer: a
Explanation: The engineering stress-strain curve is typically represented by four regions : linear elastic region, yield plateau, strain hardening region, strain softening (unloading)region.

26. Which of the following is true regarding engineering stress-strain curve?
a) it gives true indication of deformation characteristics of metal because it is entirely based on true dimensions of specimen
b) it does not gives true indication of deformation characteristics of metal because it is entirely based on true dimensions of specimen
c) it gives true indication of deformation characteristics of metal because it is not entirely based on true dimensions of specimen
d) it does not gives true indication of deformation characteristics of metal because it is not entirely based on true dimensions of specimen
Answer: b
Explanation: The engineering stress-strain curve does not provide true indication of deformation characteristics of metal. It is entirely based on true dimensions of specimen and these dimensions change continuously as the load increases.

27. Choose the correct option
a) post ultimate strain softening in engineering stress strain curve is present in true stress strain curve
b) post ultimate strain softening in true stress strain curve is absent in engineering stress strain curve
c) post ultimate strain softening in true stress strain curve is present
d) post ultimate strain softening in engineering stress strain curve is absent in true stress strain curve
Answer: d
Explanation: The post ultimate strain softening in engineering stress strain curve caused by necking of cross section is absent in true stress strain curve as engineering stress strain curve are based on true dimensions of specimen and true stress strain curve are based on actual cross sectional area of specimen.

28. What is the yield point for high strength steel?
a) 0.5% of offset load
b) 0.2% of offset load
c) 0.1% of offset load
d) 1.5% of offset load
Answer: b
Explanation: High-strength steel tension members do not exhibit well-defined yield points and yield plateau. Hence, 0.2% of offset load is usually taken as a yield point for such high strength steel.

29. True stress-strain curve is also known as
a) flow curve
b) un-flow curve
c) elastic curve
d) parabolic curve
Answer: a
Explanation: True stress strain curve is also known as flow curve since it represents basic plastic flow characteristics if the material. Any point on the flow curve can be considered as local stress for metal strained in tension by magnitude shown on the curve.

30. What is the value of the partial factor of safety for material α for preliminary design for angle section as per IS code for three bolts in connection?
a) 0.6
b) 0.7
c) 0.8
d) 1.0
Answer: b
Explanation: As per IS code, the equation for preliminary design of angle tension member with partial factor of safety for material is given by Tdn = αAnfy/γm1, where α = 0.6 for one or two bolts, 0.7 for two bolts, 0.8 for four or more bolts in the end connection or equivalent weld length.

31. Which of the following statement is correct?
a) strength of members with punched holes is less than members with drilled holes
b) strength of members with drilled holes is less than members with punched holes
c) strength of members with punched holes is greater than members with drilled holes
d) strength of members with punched holes is equal to members with drilled holes
Answer: a
Explanation: Strength of members with punched holes may be 10-15% less than the members with drilled holes. This is due to strain hardening effect of material around punched holes and consequent loss of ductility.

32. The presence of holes _____ the strength of tension member
a) does not affect
b) improves
c) reduces
d) doubles
Answer: c
Explanation: The bolt holes reduce the area of cross section available to carry tension and hence reduce the strength of tension member.

33. Staggering of holes __________ the load carrying capacity of tension member
a) reduces
b) improves
c) does not affect
d) halves
Answer: b
Explanation: Staggering of holes improves the load carrying capacity of tension member for given number of bolts. The failure paths may occur along sections normal to axis of member, or they may include zigzag sections when more than one bolt hole is present and staggering of holes may help to make the net area minimum.

34. The actual failure mode in bearing depends on
a) length of metal plate
b) length of bolt
c) hole diameter
d) bolt diameter
Answer: d
Explanation: The actual failure mode in bearing depends on end distance, bolt diameter and thickness of the connected material.

35. The shear lag effect _____ with increase in connection length
a) increases
b) reduces
c) does not change
d) doubles
Answer: b
Explanation: The shear lag effect increases with increase in connection length. The shear lag reduces the effectiveness of component plates of tension member that are not connected directly to gusset plate.

36. Which of the following statement is correct?
a) increase in ductility reduces strength of member
b) reduction in ductility increases strength of member
c) increase in ductility does not affect strength of member
d) reduction in ductility reduces strength of member
Answer: d
Explanation: Reduction in ductility tends to reduce strength of member. An increase in ductility tends to increase net section strength by allowing better plastic redistribution of stress concentration over cross section.

37. Which of the following statement is true regarding residual stresses?
a) residual stress result in local early strain hardening
b) it increase plastic range of member
c) it is not important when fatigue is involved
d) it improves strength of member
Answer: a
Explanation: Residual stress result in local early strain hardening and reduce plastic range of member. Residual stresses have no consequences with respect to static strength of member, they can be important if fatigue is involved.

38. Lug angles are ____
a) additional angles used to reduce joint length
b) additional angles used to increase joint length
c) additional angles used for aesthetic appearance
d) additional angles used for seismic resistance
Answer: a
Explanation: When tension member is subjected to heavy load, the number of bolts or length of welds required for making connection becomes large, it results in uneconomical size of gusset plates. In such situations, additional short angles called lug angles may be used to reduce joint length and shear lag.

39. Lug angles are found to be more effective at _____
a) end of the connection
b) middle of connection
c) beginning of connection
d) they are equally effective at all connections
Answer: c
Explanation: Lug angles are found to be more effective at beginning of connection rather than the end due to non-uniform distribution of load among connecting bolts.

40. Which of the following solution can be used to eliminate lug angles?
a) by providing equal angle sections with wider leg as connected leg
b) by providing unequal angle sections with wider leg as connected leg
c) by providing equal angle sections with shorter leg as connected leg
d) by providing unequal angle sections with shorter leg as connected leg
Answer: b
Explanation: Lug angles can be eliminated by providing unequal angle sections with wider leg as connected leg and using two rows of staggered bolts.

41. Which of the following is correct in case of angle members?
a) connection of lug angle to angle member should be capable of developing a strength of 10% of excess of force of outstanding leg of angle
b) connection of lug angle to angle member should be capable of developing a strength of 20% of excess of force of outstanding leg of angle
c) lug angles and their connection to gusset should be capable of developing a strength of less than 20% of excess of force of outstanding leg of angle
d) lug angles and their connection to gusset should be capable of developing a strength of not less than 20% of excess of force of outstanding leg of angle
Answer: d
Explanation: In case of angle members, lug angles and their connection to gusset should be capable of developing a strength of not less than 20% of excess of force of outstanding leg of angle, and the connection of lug angle to angle member should be capable of developing a strength of 40% of excess of force.

42. Which of the following is correct in case of channel members?
a) connection of lug angle to angle member should have a strength not less than 20% of excess of force in flange of channel
b) connection of lug angle to angle member should have a strength less than 20% of excess of force in flange of channel
c) lug angles and their connection to gusset should be capable of developing a strength of less than 10% of excess of force in flange of channel
d) lug angles and their connection to gusset should be capable of developing a strength of less than 5% of excess of force in flange of channel
Answer: d
Explanation: In case of channel members, lug angles and their connection to gusset should be capable of developing a strength of not less than 10% of excess of force in flange of channel, and the attachment of lug angle to angle member should have a strength not less than 20% of excess of that force.

43. Splices are provided when_________
a) available length is more than required length of a tension member
b) available length is less than required length of a tension member
c) available length is equal to required length of a tension member
d) for aesthetic appearance
Answer: b
Explanation: Splices are provided when the available length is less than required length of a tension member. Splices in tension members are used to join sections when a joint is to be provided that is these replace the members at the joint where it is cut. If the sections to spliced are not of same thickness, then packing plates are introduced.

44. As per IS specification, splice connection should be designed for a force of _____
a) at least 0.3 times the member design capacity in tension
b) at least 0.1 times the member design capacity in tension
c) less than 0.3 times the member design capacity in tension
d) less than 0.15 times the member design capacity in tension
Answer: a
Explanation: As per IS specification, splice connection should be designed for a force of at least 0.3 times the member design capacity in tension or the design action, whichever is more.

45. Which of the following is not correct about gusset plates?
a) gusset plate is provided to make connections at place where more than one member is to be joined
b) plate outlines are fixed to meet minimum edge distances for bolts used for connection
c) lines of action of truss members meeting at a joint should not coincide
d) size and shape of gusset plates are usually decided from direction of members meeting at joint
Answer: c
Explanation: A gusset plate is plate provided at ends of tension members through which forces are transferred to main member. Gusset plates are used to join more than one member at a joint. The lines of action of truss members meeting at a joint should coincide. The size and shape of gusset plates are usually decided from direction of members meeting at joint. The plate outlines are fixed to meet minimum edge distances for bolts used for connection.

46. What is the minimum thickness of gusset plate?
a) 5mm
b) 8mm
c) 10mm
d) 12mm
Answer: d
Explanation: The thickness of gusset plate in any case should not be less than 12mm. Structurally a gusset plate is subjected to shear stresses, direct stresses and bending stresses and therefore it should be of ample thickness to resist all these at the critical section.

47. Which of the following statement is correct?
a) strength of members with punched holes is less than members with drilled holes
b) strength of members with drilled holes is less than members with punched holes
c) strength of members with punched holes is greater than members with drilled holes
d) strength of members with punched holes is equal to members with drilled holes
Answer: a
Explanation: Strength of members with punched holes may be 10-15% less than the members with drilled holes. This is due to strain hardening effect of material around punched holes and consequent loss of ductility.

48. The presence of holes _____ the strength of tension member
a) does not affect
b) improves
c) reduces
d) doubles
Answer: c
Explanation: The bolt holes reduce the area of cross section available to carry tension and hence reduce the strength of tension member.

49. Staggering of holes __________ the load carrying capacity of tension member
a) reduces
b) improves
c) does not affect
d) halves
Answer: b
Explanation: Staggering of holes improves the load carrying capacity of tension member for given number of bolts. The failure paths may occur along sections normal to axis of member, or they may include zigzag sections when more than one bolt hole is present and staggering of holes may help to make the net area minimum.

50. The actual failure mode in bearing depends on
a) length of metal plate
b) length of bolt
c) hole diameter
d) bolt diameter
Answer: d
Explanation: The actual failure mode in bearing depends on end distance, bolt diameter and thickness of the connected material.

51. The shear lag effect _____ with an increase in connection length
a) increases
b) reduces
c) does not change
d) doubles
Answer: b
Explanation: The shear lag effect increases with increase in connection length. The shear lag reduces the effectiveness of component plates of tension member that are not connected directly to gusset plate.

52. Which of the following statement is correct?
a) increase in ductility reduces strength of member
b) reduction in ductility increases strength of member
c) increase in ductility does not affect strength of member
d) reduction in ductility reduces strength of member
Answer: d
Explanation: Reduction in ductility tends to reduce strength of member. An increase in ductility tends to increase net section strength by allowing better plastic redistribution of stress concentration over cross section.

53. Which of the following statement is true regarding residual stresses?
a) residual stress result in local early strain hardening
b) it increase plastic range of member
c) it is not important when fatigue is involved
d) it improves strength of member
Answer: a
Explanation: Residual stress result in local early strain hardening and reduce plastic range of member. Residual stresses have no consequences with respect to static strength of member, they can be important if fatigue is involved.

54. Which of the following is not true for angles as tension members?
a) Angles if axially loaded through centroid can be designed as plates
b) Angles connected to gusset plates by welding or bolting only through one of the two legs results in eccentric loading
c) When load is applied by connecting only one leg of member, there is shear lag at the end connection
d) When angles are connected to gusset plates by welding or bolting only through one of the two legs resulting in eccentric loading, there is a uniform stress distribution over cross section.
Answer: d
Explanation: Angles if axially loaded through centroid can be designed as plates. Angles connected to gusset plates by welding or bolting only through one of the two legs results in eccentric loading, causing non-uniform stress distribution over cross section. When load is applied by connecting only one leg of member, there is shear lag at the end connection.

55. Which of the following is a true statement?
a) thickness of angle has no significant influence on member strength
b) net section efficiency is lower when long leg of angle is connected rather than short leg
c) when length of connection decreases, the tensile strength increases
d) effect of gusset plate thickness on ultimate tensile strength is significant
Answer: a
Explanation: (i) The effect of gusset plate thickness on ultimate tensile strength is not significant, (ii) the thickness of angle has no significant influence on member strength, (iii) the net section efficiency is higher(7-10%) when long leg of angle is connected rather than short leg, (iv) when length of connection increases, the tensile strength increases upto four bolts and effect of any further increase in number of bolts on tensile strength of member is not significant.

1. What is compression member?
a) structural member subjected to tensile force
b) structural member subjected to compressive force
c) structural member subjected to bending moment
d) structural member subjected to torsion
Answer: b
Explanation: Structural member which is subjected to compressive forces along its axis is called compression member. Compression members are subjected to loads that tend to decrease their lengths.

2. Which of the following is true about axially loaded column?
a) member subjected to bending moment
b) member subjected to axial force and bending moment
c) net end moments are not zero
d) net end moments are zero
Answer: d
Explanation: if the net end moments are zero, the compression member is required to resist load acting concentric to original longitudinal axis of member and is called axially loaded column or simply column.

3. Which of the following is true about beam column?
a) member subjected to bending moment
b) member subjected to axial force only
c) member subjected to axial force and bending moment
d) net end moments are zero
Answer: c
Explanation: If the net end moments are not zero, the member will be subjected to axial force and bending moments along its length. Such members are called beam-columns.

4. What are columns?
a) vertical compression members in a building supporting floors or girders
b) vertical tension members in a building supporting floors or girders
c) horizontal compression members in a building supporting floors or girders
d) horizontal tension members in a building supporting floors or girders
Answer: a
Explanation: The vertical compression members in a building supporting floors or girders are normally called as columns. They are sometimes called as stanchions. They are subjected to heavy loads. Vertical compression members are sometimes called posts.

5. Which of the following are true about roof trusses?
a) principal rafter are compression members used in buildings
b) principal rafter is bottom chord member of roof truss
c) struts are compression members used in roof trusses
d) struts are tension members used in roof trusses
Answer: c
Explanation: The compression members used in roof trusses and bracings are called as struts. They may be vertical or inclined and normally have small lengths. the top chord members of a roof truss are called principal rafter.

6. Knee braces are __________
a) long compression members
b) short compression members
c) long tension members
d) short tension members
Answer: b
Explanation: Short compression members at junction of columns and roof trusses or beams are called knee braces. They are provided to avoid moment.

7. Which of the following is not a load on columns in buildings?
a) load from floors
b) load from foundation
c) load from roofs
d) load from walls
Answer: b
Explanation: Axial loading on columns in buildings is due to loads from roofs, floors, and walls transmitted to the column through beams and also due to its own self weight.

8. Which of the following is correct?
a) moment due to wind loads is not considered in unbraced buildings
b) wind load cause large moments in braced buildings
c) wind loads in multi-storey buildings are not usually applied at respective floor levels
d) wind loads in multi-storey buildings are usually applied at respective floor levels
Answer: d
Explanation: Wind loads in multi-storey buildings are usually applied at respective floor levels and are assumed to be resisted by bracings. Hence in braced buildings wind loads do not cause large moments. But, in unbraced rigid framed buildings, the moment due to wind loads should also be taken into account in the design of columns.

9. What are loads on columns in industrial buildings?
a) wind load only
b) crane load only
c) wind and crane load
d) load from foundation
Answer: c
Explanation: In industrial buildings, loads from crane and wind cause moments in columns. In such cases, wind load is applied to the column through sheeting rails and may be taken as uniformly distributed throughout the length of column.

10. The strength of column does not depend on
a) width of building
b) material of column
c) cross sectional configuration
d) length of column
Answer: a
Explanation: The strength of column depends on material of column, cross sectional configuration, length of column, support conditions at the ends, residual stresses, imperfections.

11. Which of the following is not an imperfection in column?
a) material not being isotropic
b) geometric variations of columns
c) material being homogenous
d) eccentricity of load
Answer: c
Explanation: Imperfections in column include material not being isotropic and homogenous, geometric variations of columns and eccentricity of load.

12. Long compression members will ______
a) not buckle
b) buckle inelastically
c) buckle plastically
d) buckle elastically
Answer: d
Explanation: Long compression members will buckle elastically where axial buckling stress remains below proportional limit.

13. Which of the following is true about intermediate length compression members?
a) members will fail by yielding only
b) members will fail by both yielding and buckling
c) their behaviour is elastic
d) all fibres of the members will be elastic during failure
Answer: b
Explanation: For intermediate length compression members, some fibres would have yielded and some fibres will still be elastic. They will fail by both yielding and buckling and their behaviour is said to be inelastic.

14. What is squash load?
a) load at which member will not deform axially
b) load at which member deforms laterally
c) load at which member deforms axially
d) load at which member will not deform axially
Answer: c
Explanation: Large deformation is possible only when fc reached the yield stress. At this stage, the member deforms axially. The value of axial force at which this deformation occurs is called squash load.

15. Which of the following is not a parameter for the decrease in strength of slender member?
a) seismic load
b) initial lack of straightness
c) residual stress
d) variation of material properties
Answer: a
Explanation: The decrease in strength of slender member is due to following parameter : imperfections- initial lack of straightness, accidental eccentricities of loading, residual stress, and variation of material properties over the cross section.

16. Which of the following is the property of compression members?
a) member must be sufficiently rigid to prevent general buckling
b) member must not be sufficiently rigid to prevent local buckling
c) elements of member should be thin to prevent local buckling
d) elements of member need not prevent local buckling
Answer: a
Explanation: Member must be sufficiently rigid to prevent general buckling in any possible direction, and each element of member must be thick enough to prevent local buckling.

17. How can the moment of inertia be increased?
a) by increasing load
b) by spreading material of section towards its axis
c) by spreading material of section away from its axis
d) by spreading material of section at its axis
Answer: c
Explanation: Most important property of section in compression member is radius of gyration and thus moment of inertia. it can be increased by spreading material of section away from its axis.

18. Which is an ideal section for compression members?
a) one having different moment of inertia about any axis through its centre of gravity
b) one having same moment of inertia about any axis through its centre of gravity
c) one having larger length
d) one made up of costly material
Answer: b
Explanation: Ideal section is the one which has same moment of inertia about any axis through its centre of gravity.

19. Rods and bars are recommended when length is ___________
a) greater than 4m
b) greater than 5m
c) greater than 3m
d) less than 3m
Answer: d
Explanation: Rods and bars withstand very little compression when length is more. Hence these are recommended for lengths less than 3m only.

20. Which of the following is true about tubular section?
a) tubes have low buckling strength
b) tubes have same radius of gyration in all direction
c) tubes do not have torsional resistance
d) weight of tubular section is more than the weight required for open profile sections
Answer: b
Explanation: Tubes have same radius of gyration in all direction. They have high buckling strength and have excellent torsional resistance. Weight of tubular section is less than one half the weight required for open profile sections.

21. Which of the following statement is true?
a) unequal angles are desirable over equal angles
b) least radius of gyration of equal angle is less than that of unequal angle for same area of steel
c) single angle sections are suitable for long lengths
d) least radius of gyration of single angle section is small compared to channel and I-sections
Answer: d
Explanation: Equal angle are desirable and economical over unequal angles because least radius of gyration of equal angle is greater than that of unequal angle for same area of steel. Single angle sections are not suitable for long lengths. Least radius of gyration of single angle section is small compared to channel and I-sections.

22. Effective length of compression member is ________
a) distance between ends of members
b) distance between end point and midpoint of member
c) distance between points of contraflexure
d) distance between end point and centroid of member
Answer: c
Explanation: Effective length of compression member is distance between points of contraflexure. It should be derived from actual length and end conditions.

23. Magnitude of effective length depends upon
a) material of member
b) rotational restraint supplied at end of compression member
c) load applied on member
d) location where member is used
Answer: b
Explanation: Magnitude of effective length depends upon rotational restraint supplied at end of compression member and upon resistance to lateral movement provided.

24. Which of the following is true?
a) greater the effective length, greater the load carrying capacity
b) smaller the effective length, smaller the load carrying capacity
c) smaller the effective length, more the danger of lateral buckling
d) smaller the effective length, smaller the danger of lateral buckling
Answer: d
Explanation: Smaller the effective length of particular compression member, smaller is the danger of lateral buckling and greater is the load carrying capacity.

25. What is the effective length when both ends of compression member are fixed?
a) 0.65L
b) 0.8L
c) L
d) 2L
Answer: a
Explanation: The effective length of compression member when both ends of compression member are fixed is 0.65L (i.e. L/√2), where L is the length of the member.

26. What is the effective length when both ends of compression member are hinged?
a) 0.65L
b) 0.8L
c) L
d) 2L
Answer: c
Explanation: The effective length of compression member when both ends of compression member are hinged is L, where L is the length of the member.

27. What is the effective length when one end of compression member is fixed and other end is free?
a) 0.65L
b) 0.8L
c) L
d) 2L
Answer: d
Explanation: The effective length of compression member when one end is fixed and other end is free is 2L, where L is the length of the member.

28. What is the effective length when one end of compression member is fixed and other end is hinged?
a) 0.65L
b) 0.8L
c) L
d) 2L
Answer: b
Explanation: The effective length of compression member when one end is fixed and other end is hinged is 0.8L, where L is the length of the member.

29. What is slenderness ratio of compression member?
a) ratio of effective length to radius of gyration
b) ratio of radius of gyration to effective length
c) difference of radius of gyration and effective length
d) product of radius of gyration and effective length
Answer: a
Explanation: The tendency of member to buckle is usually measured by its slenderness ratio. Slenderness ratio of member is ratio of effective length to appropriate radius of gyration (λ = kL/r). This is valid only when column has equal unbraced heights for both axes and end condition is same for particular section.

30. Maximum radius of gyration (minimum slenderness ratio) can be obtained by
a) by increasing load
b) by spreading material of section towards its axis
c) by spreading material of section away from its axis
d) by spreading material of section at its axis
Answer: c
Explanation: Maximum radius of gyration is obtained when material of section is farthest from centroid i.e. away from its axis.

31. The radius of gyration of combined column about axis perpendicular to plane of lacing should be _____ than about axis parallel to plane of lacing.
a) cannot be compared
b) smaller
c) greater
d) equal to
Answer: c
Explanation: The radius of gyration of combined column about axis perpendicular to plane of lacing should be greater than about axis parallel to plane of lacing.

32. Which of the following is correct?
a) lacings and battens should not be provided on opposite sides of same member
b) lacing system should not be uniform throughout length of column
c) single and double laced systems should be provided on opposite sides of same member
d) single laced system on opposite of main component shall be in opposite direction view from either side
Answer: a
Explanation: Lacing system should be uniform throughout length of column. Single and double laced systems should not be provided on opposite sides of same member. Lacings and battens should not be provided on opposite sides of same member. Single laced system can be in same direction view from either side on opposite of main component so that one is shadow of other.

33. Lacing shall be designed to resist a total transverse shear equal to ____ of axial force in member
a) 5%
b) 1%
c) 4.3%
d) 2.5%
Answer: d
Explanation: Lacing can be designed to resist a total transverse shear at any point in the member equal to 2.5% of axial force in member. This shear shall be divided among lacing systems in parallel planes. Lacings should also be designed to resist any shear due to bending moment or lateral load on member.

34. Slenderness ratio of lacing is limited to
a) 200
b) 145
c) 500
d) 380
Answer: b
Explanation: Slenderness ratio is the ratio of effective length by radius of gyration. Slenderness ratio of lacing shall not exceed 145.

35. Which of the following is true about effective length?
a) effective length shall be taken as length between inner end bolts/rivets of bars for single lacings
b) effective length shall be taken as length between inner end bolts/rivets of bars for double lacings
c) for welded bars, effective length shall be taken as 0.9 times distance between inner end welds connecting single bars to members
d) effective length shall be taken as 1.5 times length between inner end bolts/rivets of bars for double lacings
Answer: a
Explanation: Effective length shall be taken as length between inner end bolts/rivets of bars for single lacings and 0.7 times length between inner end bolts/rivets of bars for double lacings. For welded bars, effective length shall be taken as 0.7 times distance between inner end welds connecting single bars to members.

36. Minimum width of lacing bars shall _______
a) be less than 3 times diameter of connecting bolt/rivet
b) be less than 5 times diameter of connecting bolt/rivet
c) not be less than 3 times diameter of connecting bolt/rivet
d) be less than 2 times diameter of connecting bolt/rivet
Answer: c
Explanation: Minimum width of lacing bars shall not be less than approximately 3 times the diameter of connecting bolt/rivet.

37. Thickness of lacing member should be
a) less than 1/40th of the effective length for single lacing
b) not less than 1/60th of the effective length for double lacing
c) less than 1/60thof the effective length for double lacing
d) less than 1/60th of the effective length for single lacing
Answer: b
Explanation: Thickness of lacing member should not be less than 1/40th of the effective length for single lacing and not less than 1/60th of the effective length for double lacing.

38. Which of the following condition should be satisfied for spacing of lacings?
a) maximum slenderness ratio of component of main members between two consecutive lacing connection should be greater than 50
b) maximum slenderness ratio of component of main members between two consecutive lacing connection should be not greater than 50
c) maximum slenderness ratio of component of main members between two consecutive lacing connection should be more than 0.7 x most unfavourable slenderness ratio of combined column
d) maximum slenderness ratio of component of main members between two consecutive lacing connection should not be more than 0.9 x most unfavourable slenderness ratio of combined column
Answer: b
Explanation: The spacing of lacing bars should be such that maximum slenderness ratio of component of main members between two consecutive lacing connection is not greater than 50. It should not be greater than 0.7 times most unfavourable slenderness ratio of combined column.

39. Which of the following is not true?
a) when welded lacing bars overlap main members, amount of lap should not be less than 4 times thickness of bar
b) welding is to be provided along each side of bar for full length of lap
c) lacing bars fitted between main members should be connected by fillet welds on each side
d) when lacing bars are not lapped to form connection to components of members, appreciable interruption in triangulated system is allowed
Answer: d
Explanation: When welded lacing bars overlap main members, amount of lap should not be less than 4 times thickness of bar. Welding is to be provided along each side of bar for full length of lap. Lacing bars fitted between main members should be connected by full penetration butt weld or fillet welds on each side. Lacing bars shall be connected such that there is no appreciable interruption in triangulated system when lacing bars are not lapped to form connection to components of members.

40. lacing bars shall be inclined at an angle of ___ to axis of built up member.
a) 20o
b) 35o
c) 50o
d) 90o
Answer: c
Explanation: Lacing bars shall be inclined at an angle of 40o to 70o to axis of built up member.

41. Which of the following is true about effective depth of battens?
a) less than perpendicular distance between centroids for end battens
b) less than three quarters of the perpendicular distance between centroids for intermediate battens
c) not less than twice the width of one member in plane of batten
d) less than twice the width of one member in plane of batten
Answer: c
Explanation: When plates are used for battens, effective depth between end bolts/rivets or welds should not be less than twice the width of one member in plane of batten, not less than perpendicular distance between centroids for end battens and not less than three quarters of the perpendicular distance between centroids for intermediate battens.

42. Thickness of batten plates shall be
a) not less than 1/50th of distance between innermost connecting transverse bolts/rivets
b) less than 1/50th of distance between innermost connecting transverse bolts/rivets
c) less than 1/60th of distance between innermost connecting transverse bolts/rivets
d) less than 1/80th of distance between innermost connecting transverse bolts/rivets
Answer: a
Explanation: Thickness of batten plates shall be not less than 1/50th of distance between innermost connecting transverse bolts/rivets or welds perpendicular to main member i.e. t > (1/50)(s + 2g), where g is gauge distance for particular section.

43. Which of the following is correct?
a) length of weld connecting each end of batten should be less than one fourth the depth of plate
b) length of weld and depth of batten shall be measured perpendicular to longitudinal axis of member
c) weld shall be returned only along other two edges for length less than minimum lap
d) length of weld connecting each end of batten should be such that at least one third of its length should be placed on each end
Answer: d
Explanation: Length of weld connecting each end of batten shall be more than half the depth of plate. Length of weld connecting each end of batten should be such that at least one third of its length should be placed on each end. Weld shall be returned only along other two edges for length less than minimum lap. Length of weld and depth of batten shall be measured along longitudinal axis of main member.

44. Effective slenderness ratio of battened column shall be ____ of actual slenderness ratio of column
a) 0.5 times
b) 1.1 times
c) 2 times
d) 2.5 times
Answer: b
Explanation: Effective slenderness ratio of battened column shall be 1.1 times the maximum actual slenderness ratio of column to account for shear deformation effects.

45. Maximum spacing of batten should be such that slenderness ratio of component member should be
a) not greater than 50
b) greater than 50
c) greater than 0.7 times slenderness ratio of member as a whole
d) greater than slenderness ratio of member as a whole
Answer: a
Explanation: Maximum spacing of batten should be such that slenderness ratio of component member should be not greater than 50 or 0.7 times slenderness ratio of member as a whole, about axis parallel to end of battens.

46. Which of the following is true about effective depth of end batten?
a) it should be less than distance between centre of gravity of component
b) it should be half the distance between centre of gravity of component
c) it should be less than twice the width of component member
d) it should be greater than twice the width of component member
Answer: d
Explanation: Effective depth of end batten should not be less than distance between centre of gravity of component and should be greater than twice the width of component member.

47. Depth of intermediate batten = _______ depth of end batten
a) 1/2
b) 3/4
c) 1
d) 2
Answer: b
Explanation: Depth of intermediate batten is taken as three fourth of the effective depth of end batten and should be more than twice the width of component member.

48. Thickness of batten should not be less than
a) 1/40th of distance between innermost connecting lines of bolts
b) 1/50th of distance between innermost connecting lines of bolts
c) 1/100th of distance between innermost connecting lines of bolts
d) 1/10th of distance between innermost connecting lines of bolts
Answer: b
Explanation: Thickness of batten should not be less than 1/50th of distance between innermost connecting lines of rivets/bolts/welds perpendicular to main member.

49. A laced column is_____ than battened column for same load
a) equally strong
b) weaker
c) stronger
d) cannot be compared
Answer: c
Explanation: A laced column is stronger than battened column for same load, unsupported length and end conditions.

50. Which of the following statement is true?
a) Number of battens in a column should be such that member is divided into not less than three bays
b) Number of battens in a column should be such that member is divided into less than three bays
c) Number of battens in a column should be such that member is divided into less than two bays
d) No restriction on number of battens
Answer: a
Explanation: Battens are plates or any other rolled section used to connect the main components of compression members. Battens should be placed opposite to each other on the two parallel faces of compression members. Number of battens in a column should be such that member is divided into not less than three bays.

51. Battens should be designed to resist transverse shear force which is
a) 5% of axial force
b) 0.5% of axial force
c) 2.5% of axial force
d) 7.2% of axial force
Answer: c
Explanation: Battens should be designed to resist transverse shear force which is 2.5% of total axial force on whole compression member. This transverse shear force is divided equally in all parallel planes in which, there is shear resisting elements.

52. The slenderness ratio of each member when placed back-to-back or separated by small distance shall be
a) greater than 40
b) not greater than 40
c) 0.8 times the slenderness ratio of column as a whole
d) greater than 50
Answer: b
Explanation: Two rolled sections placed back-to-back or separated by small distance should be connected together by rivets/bolts/welds so that slenderness ratio of each member when placed back-to-back or separated by small distance is not greater than 40 or 0.6 times the slenderness ratio of column as a whole.

53. Minimum number of bolts for connecting end of strut is
a) 0
b) 3
c) 1
d) 2
Answer: d
Explanation: Ends of strut should be connected with minimum of 2 bolts/rivets or equivalent length of weld length (length must not be less than maximum width of member).

54. Which of the following is true?
a) when there is small spacing between the two sections placed back-to-back, washers and packing should be provided
b) when there is small spacing between the two sections placed back-to-back, washers and packing should not be provided
c) there should be additional connection in between along the length of member
d) when leg of angles greater than 125mm wide or web of channel is mm wide, minimum bolt is sufficient for connection
Answer: a
Explanation: There should be minimum of two additional connection in between, spaced equidistant along the length of member. When there is small spacing between the two sections placed back-to-back, washers(in case of bolts) and packing(in case of welding) should be provided to make connection. When leg of angles greater than 125mm wide or web of channel is mm wide, minimum two bolts/rivets should be for connection.

55. Minimum diameter of the bolt when a member is less than 16mm thick is
a) 8
b) 10
c) 22
d) 20
Answer: c
Explanation: Rivets/bolts should not be less than 16mm in diameter for member less than 10mm thick, 20mm in diameter for member less than 16mm thick and 22mm in diameter for member more than 16mm thick.

56. Which of the following is not true?
a) spacing of tack bolt should be less than 600mm
b) spacing of tack bolt should be greater than 600mm
c) if bolts are used, they should be spaced longitudinally at less than 4 times the bolt diameter
d) connection should extend at least 1.5 times the width of the member
Answer: b
Explanation: Spacing of tack bolt should be less than 600mm. If bolts are used, they should be spaced longitudinally at less than 4 times the bolt diameter. Connection should extend at least 1.5 times the width of the member.

57. Members connected back-to-back connected by bolts should be
a) not be used
b) subjected to transverse loading in plane perpendicular to bolted surface
c) subjected to twice the transverse loading in plane perpendicular to bolted surface
d) not subjected to transverse loading in plane perpendicular to bolted surface
Answer: d
Explanation: Members connected back-to-back connected by bolts should not be subjected to transverse loading in plane perpendicular to riveted/bolted/welded surface.

58. For members placed back-to-back, the spacing of bolt should not exceed
a) 12t
b) 16t
c) 18t
d) 20t
Answer: a
Explanation: For members placed back-to-back, the spacing of bolt should not exceed 12t or 200mm, where t is thickness of member.

59. Longitudinal spacing between intermittent welds used for connection should be
a) greater than 18t
b) greater than 16t
c) not greater than 16t
d) equal to 18t
Answer: c
Explanation: Longitudinal spacing between intermittent welds used for connection should not be greater than 16t, where t is thickness of thinner connection.

60. A column that can support same load in compression as it can in tension is called
a) intermediate column
b) long column
c) short column
d) cannot be determined
Answer: c
Explanation: A column that can support same load in compression as it can in tension is called short column. Short column usually fail by crushing.

61. The strength of compression members subjected to axial compression is defined by curves corresponding to _______ classes
a) a, b, c and d
b) a, d
c) b, e, f
d) e, f, g
Answer: a
Explanation: The strength of compression members subjected to axial compression is defined by curves corresponding to a, b, c and d classes. The value of imperfection factor depends on type of buckling curve.

62. Which of the following is not a compression member?
a) strut
b) boom
c) tie
d) rafter
Answer: c
Explanation: Strut, boom and rafter are compression members, whereas tie is a tension member.

63. The best compression member section generally used is
a) single angle section
b) I-section
c) double angle section
d) channel section
Answer: b
Explanation: Generally, ISHB sections are used as compression members.

64. The best double-angle compression member section is
a) unequal angles with short leg connected
b) unequal angles with long leg connected
c) unequal angles on opposite side of gusset plate
d) unequal angles on same side of gusset plate
Answer: a
Explanation: Unequal angles with short leg connected are preferred as compression member section.

65. The flange is classified as semi-compact if outstand element of compression flange of rolled section is less than
a) 8.4ε
b) 10.5ε
c) 15.7ε
d) 9.4ε
Answer: c
Explanation: The flange is classified as semi-compact if outstand element of compression flange of rolled section is less than 15.7ε and for a welded section, less than 13.6ε.

66. The flange is classified as plastic if outstand element of compression flange of rolled section is less than
a) 8.4ε
b) 9.4ε
c) 10.5ε
d) 15.7ε
Answer: b
Explanation: The flange is classified as plastic if outstand element of compression flange of rolled section is less than 9.4ε and for a welded section, less than 8.4ε.

67. The outstand element of compression flange of a rolled section is 10.2 (ε=1). The flange will be classified as
a) compact
b) plastic
c) semi-compact
d) slender
Answer: a
Explanation: The flange is classified as compact if outstand element of compression flange of rolled section is less than 10.5ε and for a welded section, less than 9.4ε.

68. The design compressive stress of compression member in IS 800 is given by
a) Rankine Formula
b) Euler Formula
c) Perry-Robertson formula
d) Secant-Rankine formula
Answer: c
Explanation: The design compressive stress of axially loaded compression member in IS 800 is given by Perry-Robertson formula. IS 800:2007 proposes multiple columns curves in nin-dimensional form based on Perry-Robertson approach.

69. The compressive strength for ISMB 400 used as a column for length 5m with both ends hinged is
a) 275 kN
b) 375.4 kN
c) 453 kN
d) 382 kN
Answer: b
Explanation: K = 1 for both ends hinged, KL = 1×5000 = 5000, r = 28.2mm (from steel table), Ae = 7846 mm2(from steel table)
KL/r = 5000/28.2 = 177.3
h/bf = 400/140 = 2.82, t = 16mm Therefore, buckling class = b
From table in IS code, fcd = 47.85MPa
Pd = Ae fcd = 7846 x 47.85 = 375.43 kN.

70. What is the value of imperfection factor for buckling class a?
a) 0.34
b) 0.75
c) 0.21
d) 0.5
Answer: c
Explanation: The value of imperfection factor, α for buckling class a is 0.21. The imperfection factor considers all the relevant defects in real structure when considering buckling, geometric imperfections, eccentricity of applied loads and residual stresses.

71. If imperfection factor α = 0.49, then what is the buckling class?
a) a
b) c
c) b
d) g
Answer: b
Explanation: For buckling class c, the value of the imperfection factor is 0.49. The imperfection factor takes into account all the relevant defects in real structure when considering buckling, geometric imperfections, eccentricity of applied loads and residual stresses.

1. Which of the following assumptions is not an ideal beam behaviour?
a) local and lateral instabilities of beam are prevented
b) any form of local buckling is prevented
c) compression flange of beam is restrained from moving laterally
d) compression flange of beam is not restrained from moving laterally
Answer: d
Explanation: Two important assumptions are made to achieve ideal beam behaviour: (i) compression flange of beam is restrained from moving laterally, (ii) any form of local buckling is prevented. A beam loaded predominantly in flexure would attain its full moment capacity if local and lateral instabilities of beam are prevented.

2. In beam design, sections are proportioned as such that _____ to achieve economy.
a) moment of inertia about principal axis parallel to the web is equal to moment of inertia about principal axis normal to the web
b) moment of inertia about principal axis parallel to the web is considerable larger than moment of inertia about principal axis normal to the web
c) moment of inertia about principal axis normal to the web is considerable larger than moment of inertia about principal axis parallel to the web
d) moment of inertia about principal axis normal to the web is considerable lesser than moment of inertia about principal axis parallel to the web
Answer: c
Explanation: In beam design, sections are proportioned as such that moment of inertia about principal axis normal to the web is considerable larger than moment of inertia about principal axis parallel to the web to achieve economy. Such sections are relatively weak in bending resistance.

3. To ensure that compression flange of beam is restrained from moving laterally, the cross section must be
a) plastic
b) semi-compact
c) slender
d) thin
Answer: a
Explanation: To ensure that compression flange of beam is restrained from moving laterally, the cross section must be plastic or compact. if significant ductility is required, section must invariably be plastic.

4. What are laterally restrained beams?
a) adequate restraints are provided to beam
b) adequate restraints are not provided to beam
c) economically not viable
d) unstable beams
Answer: a
Explanation: In laterally restrained beams, adequate restraints are provided to beam in plane of compression flange.

5. Characteristic feature if lateral buckling is ___________
a) entire cross section do not rotate as rigid disc without any cross sectional distortion
b) entire cross section rotates as rigid disc without any cross sectional distortion
c) entire cross section rotates as rigid disc with cross sectional distortion
d) entire cross section do not rotate as rigid disc
Answer: b
Explanation: The characteristic feature if lateral buckling is entire cross section rotates as rigid disc without any cross sectional distortion. This behaviour is similar to axially compresses long column which after initial shortening in axial direction, deflects laterally when it buckles.

6. Lateral buckling in beam is _________
a) does not occur in beam
b) one dimensional
c) two dimensional
d) three dimensional
Answer: d
Explanation: Lateral buckling in beam is three dimensional in nature. It involves coupled lateral deflection and twists that is when beam deflects laterally, the applied moment exerts a torque about the deflected longitudinal axis, which causes the beam to twist.

7. What is elastic critical moment?
a) bending moment at which beam do not fail by lateral buckling
b) bending moment at which beam fails by lateral buckling
c) shear force at which beam do not fail by lateral buckling
d) shear force at which beam fails by lateral buckling
Answer: b
Explanation: Bending moment at which beam fails by lateral buckling when subjected to a uniform end moment is called elastic critical moment.

8. Which of the following condition causes lateral instabilities?
a) section possesses different stiffness in two principal planes
b) section possesses same stiffness in two principal planes
c) applied loading does not induce bending in stiffer plane
d) applied loading induce twisting in stiffer plane
Answer: a
Explanation: Lateral instabilities occurs only if following conditions are satisfied : (i) section possesses different stiffness in two principal planes, (ii) applied loading induces bending in stiffer plane (about major axis).

9. Which of the following is not a method for providing effective lateral restraints?
(i) by embedding compression flange inside slab concrete
(ii) by providing shear connectors in compression flange
(iii) by bracing compression flanges of adjacent beams
a) i only
b) i, iii
c) ii, iii
d) i, ii, iii
Answer: d
Explanation: Effective lateral restraints can be provided by embedding compression flange inside slab concrete, by providing shear connectors in compression flange and embedding in concrete slab, by providing torsional bracings in the compression flanges of adjacent beams preventing twists directly.

10. Lateral torsional buckling is not possible to occur if
a) moment of inertia about bending axis is twice than moment of inertia out of plane
b) moment of inertia about bending axis is greater than moment of inertia out of plane
c) moment of inertia about bending axis is equal to or less than moment of inertia out of plane
d) moment of inertia about bending axis is equal to or greater than moment of inertia out of plane
Answer: c
Explanation: It is not possible for lateral torsional buckling to occur if moment of inertia of section about bending axis is equal to or less than moment of inertia out of plane.

11. Limit state of lateral torsion buckling is not applicable to
a) square shapes
b) doubly symmetric I shaped beams
c) I section loaded in plane of their webs
d) I section singly symmetric with compression flanges
Answer: a
Explanation: Lateral torsional buckling is applicable to doubly symmetric I shaped beams, I section loaded in plane of their webs, I section singly symmetric with compression flanges. It is not possible for lateral torsional buckling to occur if moment of inertia of section about bending axis is equal to or less than moment of inertia out of plane. So, limit state of lateral torsion buckling is not applicable for shapes bent about their minor axis for shapes with Iz ≤ Iy or for circular or square shapes.

12. Which of the following assumptions were not made while deriving expression for elastic critical moment?
a) beam is initially undisturbed and without imperfections
b) behaviour of beam is elastic
c) load acts in plane of web only
d) ends of beam are fixed support
Answer: d
Explanation: The following assumptions were made while deriving expression for elastic critical moment: (i) beam is initially undisturbed and without imperfections, (ii) behaviour of beam is elastic,(iii) beam is loaded with equal and opposite end moments in plane of web, (iv) load acts in plane of web only, (v) ends of beam are simply supported vertically and laterally, (vi) beam does not have residual stresses.

13. What is lateral torsional buckling?
a) buckling of beam loaded in plane of its weak axis and buckling about its stronger axis accompanied by twisting
b) buckling of beam loaded in plane of its strong axis and buckling about its weaker axis accompanied by twisting
c) buckling of beam loaded in plane of its strong axis and buckling about its weaker axis and not accompanied by twisting
d) buckling of beam loaded in plane of its weak axis and buckling about its stronger axis and not accompanied by twisting
Answer: b
Explanation: The buckling of beam loaded in plane of its strong axis and buckling about its weaker axis accompanied by twisting (torsion) is called as torsional buckling. The load at which such beam buckles can be much less than that causing full moment capacity to develop.

14. Critical bending moment capacity of a beam undergoing lateral torsional buckling is a function of
a) does not depend on anything
b) pure torsional resistance only
c) warping torsional resistance only
d) pure torsional resistance and warping torsional resistance
Answer: d
Explanation: Critical bending moment capacity of a beam undergoing lateral torsional buckling is a function of pure torsional resistance and warping torsional resistance.

15. Which of the following aspects need not be considered for beam design?
a) deflection
b) material of beam
c) buckling
d) lateral supports
Answer: b
Explanation: The important aspects which need to be considered for beam design are moments, shears, deflection, crippling, buckling, and lateral support.

16. The design bending strength of laterally supported beams is governed by
a) torsion
b) bending
c) lateral torsional buckling
d) yield stress
Answer: d
Explanation: The design bending strength of laterally supported beams is governed by yield stress and that of laterally unsupported beams is governed by lateral torsional buckling.

17. The web is susceptible to shear buckling when d/tw
a) <67ε
b) < 2×67ε
c) >67ε
d) < 70ε
Answer: c
Explanation: For beams with plastic, compact, semi-compact flanges and slender web (d/tw > 67ε), the web is susceptible to shear buckling before yielding.

18. Which of the following is true about sections with high shear case V>0.6Vd ?
a) web area is ineffective
b) web area is fully effective
c) flanges will not resist moment
d) moment is not reduced
Answer: a
Explanation: When shear exceed the limit V&gt0.6Vd, web area will be ineffective and only flanges will resist the moment. Because of this for high shear case, moment capacity of beam is reduced.

19. The design bending strength of laterally unsupported beams is governed by
a) torsion
b) bending
c) lateral torsional buckling
d) yield stress
Answer: c
Explanation: Beams with major axis bending and compression flange not restrained against lateral bending (or inadequate lateral support) fail by lateral torsional buckling before attaining their bending strength.

20. The value of βb in the equation of design bending strength of laterally unsupported beams for plastic sections is
a) 0.5
b) 2.5
c) 1.0
d) 1.5
Answer: c
Explanation: The value of βb in the equation of design bending strength of laterally unsupported beams for plastic and compact sections is 1.0. This constant depends on elastic and plastic section modulus for semi-compact sections.

21. A beam can be subjected to which of the following shear?
a) longitudinal shear only
b) transverse shear only
c) longitudinal or transverse shear
d) beam is not subjected to shear
Answer: c
Explanation: A beam is subjected to two types of shear: transverse (vertical) shear and longitudinal shear.

22. Shear forces will govern the design of beam if
a) beam is short
b) beam is long
c) beam carry light loads
d) shear forces will never act in beam
Answer: a
Explanation: Shear forces will govern the design of beam if beams are short and are heavily loaded (heavy concentrated load) or deeply coped.

23. Longitudinal shear occurs due to
a) light load on beam
b) bending of beam
c) twisting of beam
d) does not occur
Answer: b
Explanation: Longitudinal or horizontal shear occurs due to bending of beam. The fibers above shorten in length and those below neutral axis elongate under sagging bending moments. Therefore, the fibers tend to slip over each other and the effect is maximum at the neutral axis. The tendency to slip is resisted by shear strength of the material.

24. The shear stress distribution of I-section varies
a) cubically with depth
b) as straight line with depth
c) as horizontally with depth
d) parabolically with depth
Answer: d
Explanation: The shear stress distribution of I-section varies parabolically with depth with maximum occurring at the neutral axis.

25. In which of the following cases shear does not govern design of beam?
a) when web thickness is large in plate girders
b) when depth of beam section is small and loaded uniformly
c) when large concentrated loads are placed near support
d) when two members are rigidly connected together with their webs lying in same plane
Answer: a
Explanation: Shear determines design of beam when depth of beam section is small and loaded uniformly, when large concentrated loads are placed near beam supports, when two members are rigidly connected together with their webs lying in same plane, when web thickness is small in plate girders.

26. Which of the following is true regarding I-section?
a) average shear is very larger than maximum shear
b) maximum shear is very larger than average shear
c) flanges resist very small portion of shear
d) webs resist very small portion of shear
Answer: c
Explanation: For an I-section, flanges resist very small portion of shear and a significant portion is resisted by web. The maximum and average shear for I-section are almost same.

27. Which of the following is correct?
a) web in rolled section behaves like a column when not placed under concentrated loads
b) web in rolled section behaves like a column when placed under concentrated loads
c) web in rolled section does not behave like a column when placed under concentrated loads
d) web in rolled section cannot be compared with column
Answer: b
Explanation: The web in rolled section behaves like a column when placed under concentrated loads. The web is quite thin and is therefore, subjected to buckling.

28. The effective depth when top flanges are restrained against lateral deflection and rotation is
a) d/3
b) d
c) 2d
d) d/2
Answer: d
Explanation: Bottom flange is assumed to be restrained against lateral deflection and rotation. for top flanges, the end restraints and effective depth of the web are to be considered. The effective depth when top flanges are restrained against lateral deflection and rotation is d/2, where d is depth of web.

29. The effective depth when top flanges are restrained against lateral deflection but not against rotation is
a) 2d/3
b) d
c) 2d
d) d/2
Answer: a
Explanation: The effective depth when top flanges are restrained against lateral deflection but not against rotation is 2d/3, where d is depth of web. Bottom flange is assumed to be restrained against lateral deflection and rotation. for top flanges, the end restraints and effective depth of the web are to be considered.

30. The effective depth when top flanges are restrained against rotation but not against lateral deflection is
a) 2d/3
b) 2d
c) d
d) d/2
Answer: c
Explanation: Bottom flange is assumed to be restrained against lateral deflection and rotation. for top flanges, the end restraints and effective depth of the web are to be considered. The effective depth when top flanges are restrained against rotation but not against lateral deflection is d, where d is depth of web.

31. The effective depth when top flanges are not restrained against rotation and lateral deflection is
a) 2d/3
b) 2d
c) d
d) d/2
Answer: b
Explanation: The effective depth when top flanges are not restrained against rotation and lateral deflection is 2d, where d is depth of web. Bottom flange is assumed to be restrained against lateral deflection and rotation. for top flanges, the end restraints and effective depth of the web are to be considered.

32. The maximum diagonal compression in plate girder simply supported occurs
a) does not occur
b) above neutral axis
c) below neutral axis
d) at neutral axis
Answer: d
Explanation: The maximum diagonal compression in plate girder simply supported occurs at neutral axis . It will be inclined at 45˚ to the neutral axis.

33. What is web crippling ?
a) web is of large thickness
b) flange near portion of stress concentration tends to fold over web
c) web near portion of stress concentration tends to fold over flange
d) flange is of large thickness
Answer: c
Explanation: Webs of rolled section are subjected to large amount of stresses just below concentrated loads and above reactions from support. Stress concentration occurs at junction of web and flange. As a result, large bearing stresses are developed below concentrated load. Consequently, the web near portion of stress concentration tends to fold over flange. This type of local buckling phenomenon is called crippling or crimpling of web.

34. Which of the following is true?
a) web crippling is buckling of web caused by compressive force delivered through flange
b) web crippling is buckling of flange caused by compressive force delivered through web
c) web crippling is buckling of web caused by tensile force delivered through flange
d) web crippling is buckling of flange caused by tensile force delivered through web
Answer: a
Explanation: Web crippling is buckling of web caused by compressive force delivered through flange. To keep bearing stresses within permissible limits, the concentrated load should be transferred from flanges to web on sufficiently large bearing areas.

35. The most critical location for failure due to web crippling is
a) flange cross section
b) middle of web
c) start of fillet
d) root of fillet
Answer: d
Explanation: The most critical location for failure due to web crippling is root of fillet since resisting area has the smallest value here.

36. The angle of dispersion of load for web crippling is assumed to be
a) 2:1
b) 1:2.5
c) 4:5
d) 2:3
Answer: b
Explanation: The angle of dispersion of load for web crippling is assumed to be 1:2.5 .With reference to this, bearing length is calculated.

1. What are purlins?
a) beams provided in foundation
b) beams provided above openings
c) beams provided over trusses to support roofing
d) beams provided on plinth level
Answer: c
Explanation: Purlins are beams provided over trusses to support sloping roof system between adjacent trusses. Channels, angle sections, and old formed Z-sections are widely used as purlins.

2. Theoretically, purlins are generally placed at
a) only at panel points
b) only at edges
c) only at mid span
d) only at corners of roof
Answer: a
Explanation: Theoretically, it is desirable to place purlins only at panel points. They are placed at panel points to avoid bending in the top chords of roof trusses. For large trusses, it is more economical to space purlins at closer intervals.

3. Purlin section is subjected to
a) not subjected to bending or twisting
b) twisting only
c) symmetrical bending
d) unsymmetrical bending
Answer: d
Explanation: The wind force is assumed to act normal to roof truss and gravity load pass through centre of gravity of purlin section. Hence, the purlin section is subjected to twisting in addition to bending. Such bending is called unsymmetrical bending.

4. If purlins are assumed to be simply supported, the moments will be
a) wl2/10
b) wl/8
c) wl/10
d) wl2/8
Answer: d
Explanation: Purlins can be designed simple, continuous or cantilever beams. If purlins are assumed to be simply supported, the moments will be wl2/8. If they are assumed to be continuous, the moments will be slightly less and taken as wl2/10. IS 800 recommends the purlins to be designed as continuous beams.

5. While erecting channel section purlins, it is desirable that they are erected over rafter with their flange
a) facing down slope
b) facing up slope
c) does not depend whether up slope or down slope
d) flanges are placed randomly
Answer: b
Explanation: While erecting angle, channel or I- section purlins, it is desirable that they are erected over rafter with their flange facing up slope. In this position, the twisting moment does not cause any instability. The twisting moment will cause instability if the purlins are kept in such a way that the flanges face the downward slope.

6. Sag rods are provided at
a) one-third points between roof trusses
b) end of span
c) two-third points between roof trusses
d) are never provided
Answer: a
Explanation: Purlin sections have tendency to sag in the direction of sloping roof . So, sag rods are provided midway or at one-third points between roof trusses to take up the sag.

7. Which of the following is not true about sag rods?
a) sag rods are provided at midway or at one-third points between roof trusses
b) these rods reduce the moment Myy
c) these rods increase the moment Myy
d) these rods result in smaller purlin sections
Answer: c
Explanation: Sag rods are provided midway or at one-third points between roof trusses to take up the sag in the direction of sloping roof by purlins. These rods provide lateral support with resprct to y-axis bending. Consequently, moment Myy is reduced and thereby result in smaller purlin section. they are useful in keeping the purlins in proper alignment during erection until roofing is installed and connected to purlins.

8. When one sag rod is used, the moment about web axis
a) reduces by 50%
b) increases by 50%
c) increases by 75%
d) reduces by 75%
Answer: d
Explanation: If sag rods are not used, the maximum moment about web axis would be wl2/8. When one sag rod is used, the moments are reduced by 75% and when two sag rods are used at one-third points, the moments are reduced by 91%.

9. The maximum bending moment for design of channel/I-section purlin is calculated by
a) Wl/10, where W= concentrated load
b) Wl/8, where W= concentrated load
c) W/10, where W= concentrated load
d) W/8, where W= concentrated load
Answer: a
Explanation: The gravity load, P1 and load due to wind component, H1 are computed. The loads are multiplied by load factors. Thus, P = γfP1, H = γfH1 . The maximum bending moment are calculated as Mz = Pl/10 and My = Hl/10, where P= factored load along z-axis, H = factored load along y-axis, l= span of purlin (c/c distance between adjacent trusses).

10. For which of the following slope of roof truss, angle section purlin can be used?
a) 25˚
b) 50˚
c) 75˚
d) 60˚
Answer: a
Explanation: Angle sections are unsymmetrical about both the axes. Angle sections can be used as purlin section. provided slope of the roof truss is less than 30˚.

11. The function of bearing stiffener is to
a) improve buckling strength of web
b) preclude any crushing of web
c) restrain against torsional effects
d) increase buckling resistance of web
Answer: b
Explanation: The function of bearing stiffener is to preclude any crushing of web at locations of heavy concentrated loads. Thus, they transfer heavy reactions or concentrated loads to the full depth of web. They are placed in pairs on the web of plate girders at unframed girder ends and where required for concentrated loads.

12. Match the following

Stiffeners Function
A) Load carrying stiffener (i) increases buckling resistance of web
B) Torsional stiffener (ii) local strengthening of web
C) Diagonal stiffener (iii) prevent local buckling of web
D) Tension stiffener (iv) restrain against torsional effects
E) Longitudinal stiffener (v) transmit tensile forces
a) A-i, B-ii, C-iii, D-iv, E-v
b) A-v, B-iv, C-iii, D-ii, E-i
c) A-iv, B-v, C-i, D-ii, E-iii
d) A-iii, B-iv, C-ii, D-v, E-i
Answer: d
Explanation: Load carrying stiffener prevents local buckling of web due to any concentrated load. Torsional stiffener are provided at supports to restrain girders against torsional effects. Local strengthening of web under the combination of shear and bending is provided by diagonal stiffeners. The tensile forces from the flange are transmitted to the web through the tension stiffener. A longitudinal stiffener increases the buckling resistance of web.

13. The outstand of stiffener from face of web is restricted to
a) 20tq/ε
b) 120tqε
c) 20tqε
d) 50tqε
Answer: c
Explanation: Unless the outer edge is continuously stiffened, the outstand of stiffener from face of web should not exceed 20tqε,where tq is thickness of stiffener. When the outstands of web is between 14tqε and 20tqε, then the stiffener design should be on the basis of a core section with an outstand of 14tqε.

14. What is the stiff bearing length?
a) length which cannot deform appreciably in bending
b) length which deform appreciably in bending
c) length of outer end of flange
d) length of web
Answer: a
Explanation: The stiff bearing length of any element b1 is that length which cannot deform appreciably in bending. To determine b1, the dispersion of load through a steel bearing element should be taken as 45˚ through solid material, such as bearing plates, flange plates, etc.

15. The effective length of web on each side of centreline of stiffeners for interior stiffeners is limited to
a) 10 tw
b) 50 tw
c) 40 tw
d) 15 tw
Answer: c
Explanation: The effective length of web on each side of centreline of stiffeners is limited to 20 times the web thickness, i.e. 40tw for interior stiffeners and 20tw for end stiffeners . The effective section is the full area or core area of stiffener together with effective length of web on each side of centreline of stiffeners.

16. The effective length of the intermediate transverse stiffener is taken as
a) 2 times the length of stiffener
b) 0.7 times the length of stiffener
c) 1.4 times the length of stiffener
d) 0.5 times the length of stiffener
Answer: d
Explanation: The effective length of intermediate transverse stiffener is taken as 0.7 times the length of stiffener. The intermediate transverse stiffener is provided mainly to improve shear buckling resistance of the web.

17. The second moment of area of transverse web stiffeners not subjected to external loads or moments is given by
a) Is ≤ 0.75dtw2
b) Is ≥ 0.75dtw2
c) Is ≤ 1.5dtw2
d) Is ≥ 12.5dtw
Answer: b
Explanation: Transverse stiffeners not subjected to external loads or moments should have second moment of area Is about centreline of the web, if stiffeners are on both sides of the web and about face of the web, if stiffener is on only one side of the web such that Is ≥ 0.75dtw2 for c/d ≥ √2 and Is ≥ 1.5dtw2/c2 for c/d < √2.

18. Which of the following is not true regarding longitudinal stiffeners?
a) longitudinal stiffeners increase buckling resistance considerably as compared to transverse stiffeners
b) they consist of plane section for welded plate girder
c) first horizontal stiffener is provide at one-fifth of distance from compression flange
d) first horizontal stiffener is provide at neutral axis
Answer: d
Explanation: Longitudinal stiffeners are also called horizontal stiffeners. They increase buckling resistance considerably as compared to transverse stiffeners when the web is subjected to buckling. They consist of angle section for riveted/bolted plate girder and plane section for welded plate girder and are provided in the compression zone of the web. The first horizontal stiffener is provide at one-fifth of distance from compression flange to tension flange. If required another stiffener is provided at the neutral axis.