Generic selectors
Exact matches only
Search in title
Search in content
Search in posts
Search in pages
Filter by Categories
nmims post
Objective Type Set
Online MCQ Assignment
Question Solution
Solved Question
Uncategorized

Multiple choice question for engineering

Set 1

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

View Answer

Answer: d [Reason:] 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

View Answer

Answer: c [Reason:] 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

View Answer

Answer: a [Reason:] 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

View Answer

Answer: a [Reason:] 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

View Answer

Answer: b [Reason:] 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

View Answer

Answer: d [Reason:] 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

View Answer

Answer: b [Reason:] 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

View Answer

Answer: a [Reason:] 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

View Answer

Answer: d [Reason:] 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.

Set 2

1. 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

View Answer

Answer: b [Reason:] 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.

2. 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

View Answer

Answer: d [Reason:] Critical bending moment capacity of a beam undergoing lateral torsional buckling is a function of pure torsional resistance and warping torsional resistance.

3. Elastic critical moment is given by
a) (π/L){√[(EIyGIt) + (πE/L)2IwIy]}
b) (π/L){√[(EIyGIt) – (πE/L)2IwIy]}
c) (π/L){√[(EIyGIt) + (πE/L) IwIy]}
d) (π/L){ [(EIyGIt) – (πE/L)2IwIy]}

View Answer

Answer: a [Reason:] Elastic critical moment is given by Mcr = (π/L){√[(EIyGIt) + (πE/L)2IwIy]}, where EIy = flexural rigidity(minor axis), GIt = torsional rigidity, It = St.Venant torsion constant, Iw = St.Venant warping constant, L = unbraced length of beam subjected to constant moment in plane of web.

4. 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

View Answer

Answer: c [Reason:] 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.

5. 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

View Answer

Answer: a [Reason:] 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.

6. 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

View Answer

Answer: d [Reason:] 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.

7. For different loading conditions, the equation of elastic critical moment is given by
a) Mcr = c1 (EIyGIt) γ
b) Mcr = c1 [(EIyGIt)2] γ
c) Mcr = c1 [√(EIyGIt)] γ
d) Mcr = c1 (EIy /GIt) γ

View Answer

Answer: c [Reason:] For different loading conditions, the equation of elastic critical moment is given by Mcr = c1 [√(EIyGIt)] γ, where c1 = equivalent uniform moment factor or moment coefficient, EIy = flexural rigidity(minor axis), GIt = torsional rigidity, γ = (π/L){√[1 + (πE/L)2IwIy]}, It = St.Venant torsion constant, Iw = St.Venant warping constant, L = unbraced length of beam subjected to constant moment in plane of web.

8. Which of the following is not true about moment coefficient?
a) for torsionally simple supports the moment coefficient is greater than or equal to unity
b) for torsionally simple supports the moment coefficient is less than unity
c) moment coefficient accounts for the effect of differential moment gradient on lateral torsional buckling
d) it depends on type of loading

View Answer

Answer: b [Reason:] The moment coefficient accounts for the effect of differential moment gradient on lateral torsional buckling and depends on type of loading. For torsionally simple supports the moment coefficient is greater than or equal to unity.

9. √EIyGIt depends on
a) shape of beam only
b) material of beam only
c) shape and material of beam
d) does not depend on anything

View Answer

Answer: c [Reason:] √EIyGIt depends on shape and material of beam, where = flexural rigidity(minor axis), GIt = torsional rigidity.

10. Which of the following is true?
a) sections with greater lateral bending and torsional stiffness have great resistance to bending
b) sections with lesser lateral bending and torsional stiffness have great resistance to bending
c) sections with greater lateral bending and torsional stiffness have less resistance to bending
d) lateral instability of beam cannot be reduced by selecting appropriate shapes

View Answer

Answer: a [Reason:] Lateral instability of beam can be reduced by selecting appropriate shapes. Sections with greater lateral bending and torsional stiffness have great resistance to bending.

11. In the equation Mcr = c1 [√(EIyGIt)] γ, γ depends on
a) load on beam
b) shape of beam
c) material of beam
d) length of beam

View Answer

Answer: d [Reason:] In the equation Mcr = c1 [√(EIyGIt)] γ, c1 varies with loading and support conditions, [√(EIyGIt)] varies with material properties and shape of beam and γ varies with length of beam.

12. Which of the following is true?
a) long shallow girders have high warping stiffness
b) short and deep girders have very low warping resistance
c) long shallow girders have low warping stiffness
d) short and shallow girders have very low warping resistance

View Answer

Answer: c [Reason:] Short and deep girders have very high warping stiffness while long shallow girders have low warping stiffness or resistance.

13. Elastic critical moment for long shallow girders is given by
a) (π/L){√(EIyGIt)}
b) (πL){√(EIyGIt)}
c) (π/L){√(EIy /GIt)}
d) (πL){√(EIy /GIt)}

View Answer

Answer: a [Reason:] Long shallow girders have low warping stiffness or resistance. So, elastic critical moment for long shallow girders is given by (π/L){√(EIyGIt)}, where EIy = flexural rigidity(minor axis), GIt = torsional rigidity, L = unbraced length of beam subjected to constant moment in plane of web.

Set 3

1. Limit State Method is based on _____________
a) calculations on service load conditions alone
b) calculations on ultimate load conditions alone
c) calculations at working loads and ultimate loads
d) calculations on earthquake loads

View Answer

Answer: c [Reason:] Working stress method is based on calculations on service load conditions alone. Ultimate Strength method is based on calculations on ultimate load conditions alone. In Limit State method, safety at ultimate loads and serviceability at working loads are considered.

2. What is limit state?
a) Acceptable limits for safety and serviceability requirements before failure occurs
b) Acceptable limits for safety and serviceability requirements after failure occurs
c) Acceptable limits for safety after failure occurs
d) Acceptable limits for serviceability after failure occurs

View Answer

Answer: a [Reason:] Acceptable limits for safety and serviceability requirements before failure occurs is called limit state. In Limit State design, structures are designed on the basis of safety against failure and are checked for serviceability requirements.

3. Which of the following format is used in limit state method?
a) Single safety factor
b) Multiple safety factor
c) Load factor
d) Wind factor

View Answer

Answer: b [Reason:] Limit state method uses multiple safety factor format that helps to provide adequate safety at ultimate loads and adequate serviceability at service loads, by considering all possible limit states. Multiple safety factor format is also called partial safety factor format.

4. Which of the following factors is included in the limit state of strength?
a) Fire
b) Failure by excessive deformation
c) Corrosion
d) Repairable damage or crack due to fatigue

View Answer

Answer: b [Reason:] Limit state of strength are prescribed to avoid collapse of structure which may endanger safety of life and property. It includes (i) loss of equilibrium of whole or part of structure, (ii) loss of stability of structure as a whole or part of structure, (iii) failure by excessive deformation, (iv) fracture due to fatigue , (v) brittle fracture.

5. Which of the following factors is included in the limit state of serviceability?
a) Brittle facture
b) Fracture due to fatigue
c) Failure by excessive deformation
d) Deformation and deflection adversely affecting appearance or effective use of structure

View Answer

Answer: d [Reason:] Limit state of serviceability includes (i) deformation and deflection adversely affecting appearance or effective use of structure, (ii) vibrations in structure or any part of its compound limiting its functional effectiveness, (iii) repairable repair or crack due to fatigue, (iv) corrosion, (v) fire.

6. What is permanent action according to classification of actions by IS code?
a) due to self weight
b) due to construction and service stage loads
c) due to accidents
d) due to earthquake loads

View Answer

Answer: a [Reason:] Permanent actions are actions due to self weight of structural and non structural components, fittings, ancillaries, fixed equipments etc.

7. What is variable action according to classification of actions by IS code?
a) due to self weight
b) due to accidents
c) due to construction and service stage loads
d) due to earthquake loads

View Answer

Answer: c [Reason:] Variable actions are actions due to construction and service stage loads such as imposed loads, wind loads, earthquake loads, etc.

8. Which of the following relation is correct?
a) Design Load = Characteristic Load
b) Design Load = Characteristic Load + Partial factor of safety
c) Design Load = Characteristic Load / Partial factor of safety
d) Design Load = Characteristic Load x Partial factor of safety

View Answer

Answer: d [Reason:] Design Load = Partial factor of safety x Characteristic Load. This partial safety factor accounts for possibility of unfavourable deviation of load from characteristic value, inaccurate assessment of load, uncertainty in assessment of effects of load and in assessment of limit state being considered.

9. Which of the following relation is correct?
a) Design Strength = Ultimate strength + Partial factor of safety
b) Design Strength = Ultimate strength – Partial factor of safety
c) Design Strength = Ultimate strength /Partial factor of safety
d) Design Strength = Ultimate strength x Partial factor of safety

View Answer

Answer: c [Reason:] Design Strength = Ultimate strength /Partial factor of safety. This partial safety factor accounts for possibility of unfavourable deviation of material strength from characteristic value, variation of member sizes, reduction in member strength due to fabrication and tolerances and uncertainty in calculation of strength of members.

10. Which of the following criteria is to be satisfied in selection of member in limit state method?
a) Factored Load > Factored Strength
b) Factored Load ≤ Factored Strength
c) Factored Load ≥ Factored Strength
d) Sometimes Factored Load < Factored Strength (or) Factored Load > Factored Strength

View Answer

Answer: b [Reason:] Limit Sate method is also known as load and resistance factor design. Load factors are applied to service loads and then theoretical strength of member is reduced by application of resistance factor. The criteria is to be satisfied in selection of member in limit state method is factored load ≤ factored strength.

11. The partial factor of safety for resistance governed by yielding is :
a) 1.10
b) 1.5
c) 2.0
d) 1.25

View Answer

Answer: a [Reason:] Partial factor of safety for resistance governed by yielding and resistance of member to buckling is 1.10. The loads are multiplied or resistances are divided by this factor to get design values.

12. The partial factor of safety for resistance governed by ultimate strength is :
a) 1.10
b) 1.5
c) 2.0
d) 1.25

View Answer

Answer: d [Reason:] Partial factor of safety for resistance governed by ultimate strength is 1.25. Factors affecting ultimate strength are stability, fatigue and plastic collapse. The loads are multiplied or resistances are divided by this factor to get design values.

Set 4

1. Buckling occurs to members or elements mainly subjected to ________
a) seismic forces
b) tensile forces
c) compressive forces
d) shear forces

View Answer

Answer: c [Reason:] Buckling may be defined as structural behavior in which mode of deformation develops in direction or plane perpendicular to that of bending which produces it. Such deformation changes rapidly with increase in magnitude of applied loading. It occurs mainly members or elements that are subjected to compressive forces.

2. The critical stress of infinite plate having width b and thickness t loaded by compressive forces acting on simply supported sides is given by
a) (kπ2E)/ [12(1-μ2)(b/t)].
b) (kπ2E)/ [12(1-μ2)(b/t)2].
c) (kπ2E)/ [12(1+μ2)(b/t)].
d) (kπ2E)/ [12(1+μ2)(b/t)2].

View Answer

Answer: b [Reason:] The critical stress of infinite plate having width b and thickness t loaded by compressive forces acting on simply supported sides is given by fcr = (kπ2E)/ [12(1-μ2)(b/t)2], where μ is Poisson’s ratio of material, b/t is width-to-thickness ratio of plate, k is buckling coefficient and E is Young’s modulus of rigidity of material. The value of coefficient k depends on constraints along non-loaded edges of plate.

3. Which of the following statement is correct?
a) stiffened elements are supported along one edge perpendicular to axial stress
b) un-stiffened elements are supported along one edge perpendicular to axial stress
c) stiffened elements are supported along one edge parallel to axial stress
d) un-stiffened elements are supported along one edge parallel to axial stress

View Answer

Answer: d [Reason:] Unstiffened elements are supported along one edge parallel to axial stress (eg : legs of single angles, flanges of beams, and stems of T-section). Stiffened elements are supported along both the edges parallel to axial stress (eg: flanges of square and rectangular hollow sections, perforated cover plates, and webs of I-sections and channel sections).

4. Lowest value of buckling coefficient for simply supported plates is _____
a) 4.0
b) 2.0
c) 5.0
d) 3.0

View Answer

Answer: a [Reason:] The lowest value of buckling coefficient for simply supported plates is 4.0. The buckilng stress depends upon buckling coefficient.

5. The buckling stress fcr varies _____
a) inversely as plate slenderness or width-to-thickness ratio
b) directly as plate slenderness or width-to-thickness ratio
c) inversely as square of plate slenderness or width-to-thickness ratio
d) directly as square of plate slenderness or width-to-thickness ratio

View Answer

Answer: c [Reason:] The buckling stress fcr varies inversely as square of plate slenderness or width-to-thickness ratio, √(fy /fcr) = (b/t)√{(fy / E)[12(1-μ2)/(π2k)]} .

6. The buckling coefficient for thin flat plate free along one longitudinal edge is given by
a) k = 0.425 + (b/a)
b) k = 0.425 + (b/a)2
c) k = 0.425 + (a/b)2
d) k = 0.425 – (b/a)2

View Answer

Answer: b [Reason:] For a thin plate simply supported along both transverse edged and one longitudinal edge and free along the other longitudinal edge, the buckling coefficient can be approximated by k = 0.425 + (b/a)2.

7. The elastic buckling stress of thin flat plate of length L, depth d and thickness t simply supported along four edges and loaded by shear stresses distributed uniformly along its edges is given by
a) fcr = kπ2E / [12(1-μ2)(d/t)2].
b) fcr = kπ2E / [12(1+μ2)(d/t)2].
c) fcr = kπ2E / [12(1-μ2)(d/t)].
d) fcr = kπ2E / [12(1+μ2)(d/t)].

View Answer

Answer: a [Reason:] The elastic buckling stress fcr of thin flat plate of length L, depth d and thickness t simply supported along all four edges and loaded by shear stresses distributed uniformly along its edges is given by fcr = kπ2E / [12(1-μ2)(d/t)2], where buckling coefficient can be approximated by k=5.35 + 4(d/L)2, when L ≥ d and k = 5.35(d/L)2 + 4, when L ≤ d.

8. The elastic buckling stress for thin flat plate of length L, depth d and thickness t simply supported along four edges and loaded by bending stress distribution is given by
a) fcr = π2E/k[12(1-μ2)(d/t)2].
b) fcr = π2E/k[12(1+μ2)(d/t)2].
c) fcr = kπ2E/[12(1+μ2)(d/t)2].
d) fcr = kπ2E/[12(1-μ2)(d/t)2].

View Answer

Answer: d [Reason:] The elastic buckling stress for thin flat plate of length L, depth d and thickness t simply supported along all four edges and loaded by bending stress distribution, which varies linearly across its width is given by fcr = kπ2E/[12(1-μ2)(d/t)2], where buckling coefficient k depends on aspect ratio L/d and the number of buckles along the plate.

9. Which of following statement is correct?
a) elastic buckling stress may be decreased by using longitudinal stiffeners
b) elastic buckling stress may be decreased by using intermediate stiffeners
c) elastic buckling stress may be increased by using intermediate transverse stiffeners
d) elastic buckling stress is not affected by intermediate or longitudinal stiffeners

View Answer

Answer: c [Reason:] The elastic buckling stress may be increased by using intermediate transverse stiffeners (which will decrease the aspect ratio L/d, thus increasing the value of buckling coefficient), or by using longitudinal stiffeners to decrease the depth-thickness ratio.

10. Match the following values of limiting b/t or d/t ratio for various cases

	Plates			                 (b/t))√(fy /250) or (d/t)√(fy /250)
 
i. Simply supported plates					A) 17.5
ii. Long plate elements in shear				B) 131.4
iii. Long plate elements free along one longitudinal edge	C) 81.9
iv. Long plate elements in bending				D) 53.8

a) i-A, ii-B, iii-C, iv-D
b) i-D, ii-C, iii-A, iv-B
c) i-C, ii-D, iii-B, iv-A
d) i-D, ii-C, iii-B, iv-A

View Answer

Answer: b [Reason:] i) For simply supported plates, if material ceases to be linearly elastic at yield stress fy, the width-to-thickness ratio b/t is given by (b/t)√(fy /250) = 53.8 ii) For long plate elements simply supported along both transverse edges and one longitudinal edge and free along other longitudinal edge, elastic buckling stress is equal to yield stress if (b/t)√(fy/250) = 17.5 iii) The elastic buckling stress is equal to yield stress in shear τy = fy/√3 when (d/t)√(fy/250) = 81.9 iv) For long plates elements simply supported along four edges and loaded by bending stress distribution, limiting ratio d/t may be given as (d/t)√(fy/250) = 131.4.

Set 5

1. 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

View Answer

Answer: a [Reason:] 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.

2. 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

View Answer

Answer: c [Reason:] 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.

3. 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

View Answer

Answer: b [Reason:] Lug angles can be eliminated by providing unequal angle sections with wider leg as connected leg and using two rows of staggered bolts.

4. 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

View Answer

Answer: d [Reason:] 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.

5. 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

View Answer

Answer: d [Reason:] 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.

6. 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

View Answer

Answer: b [Reason:] 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.

7. 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

View Answer

Answer: a [Reason:] 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.

8. 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

View Answer

Answer: c [Reason:] 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.

9. What is the minimum thickness of gusset plate?
a) 5mm
b) 8mm
c) 10mm
d) 12mm

View Answer

Answer: d [Reason:] 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.

.woocommerce-message { background-color: #98C391 !important; }