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MCQOPTIONS
This section includes 5814 Mcqs, each offering curated multiple-choice questions to sharpen your Engineering knowledge and support exam preparation. Choose a topic below to get started.
| 3551. |
The gross diameter of a rivet is the diameter of |
| A. | cold rivet before driving |
| B. | rivet after driving |
| C. | rivet hole |
| D. | none of these. |
| Answer» C. rivet hole | |
| 3552. |
The main advantage of a steel member, is : |
| A. | its high strength |
| B. | its gas and water tightness |
| C. | its long service life |
| D. | all the above. |
| Answer» E. | |
| 3553. |
A compression member consisting of angle sections may be a |
| A. | continuous member |
| B. | discontinuous single angle strut |
| C. | discontinuous double angle strut |
| D. | all the above. |
| Answer» E. | |
| 3554. |
The beams supporting the steps of a stair are generally known as |
| A. | headers |
| B. | trimmers |
| C. | stringers |
| D. | spandrel beams. |
| Answer» D. spandrel beams. | |
| 3555. |
The equivalent axial load is obtained from the fomula |
| A. | <img src="/_files/images/civil-engineering/steel-structure-design/98-14-77-1.png"> |
| B. | <img src="/_files/images/civil-engineering/steel-structure-design/98-14-77-2.png"> |
| C. | <img src="/_files/images/civil-engineering/steel-structure-design/98-14-77-3.png"> |
| D. | <img src="/_files/images/civil-engineering/steel-structure-design/98-14-77-4.png"> |
| E. | none of these. |
| Answer» B. <img src="/_files/images/civil-engineering/steel-structure-design/98-14-77-2.png"> | |
| 3556. |
In case of cantilever fillers, the ratio of the span L to depth d, should not exceed |
| A. | 4 |
| B. | 8 |
| C. | 12 |
| D. | 16 |
| E. | 20 |
| Answer» D. 16 | |
| 3557. |
When a load is transferred through one surface to another surface in contact, the stress is known as |
| A. | tensile stress |
| B. | compressive stress |
| C. | shearing stress |
| D. | working stress |
| E. | none of these. |
| Answer» F. | |
| 3558. |
If p and d are pitch and gross diameter of rivets, the efficiency ( ) of the riveted joint, is given by |
| A. | <img src="/_files/images/civil-engineering/steel-structure-design/95-14-42-1.png"> |
| B. | <img src="/_files/images/civil-engineering/steel-structure-design/95-14-42-2.png"> |
| C. | <img src="/_files/images/civil-engineering/steel-structure-design/95-14-42-3.png"> |
| D. | <img src="/_files/images/civil-engineering/steel-structure-design/95-14-42-4.png"> |
| E. | <img src="/_files/images/civil-engineering/steel-structure-design/95-14-42-5.png"> |
| Answer» D. <img src="/_files/images/civil-engineering/steel-structure-design/95-14-42-4.png"> | |
| 3559. |
For a steel grillage footing to support two unequal column loads |
| A. | line of action of the resultant of two column loads, is made to coincide with the centre of gravity of the base of the footing |
| B. | trapezoidal shape is used for the base footing |
| C. | projections of beams on either side in lower tier are such that bending moments under columns are equal |
| D. | bending moment under the columns are kept equal to the bending moment between to two columns |
| E. | all the above. |
| Answer» F. | |
| 3560. |
A simply supported beam carrying a central load, will be safe in deflection if the ratio of its span to depth, is |
| A. | < 19 |
| B. | < 24 |
| C. | > 19 |
| D. | > 24 |
| E. | > 37 |
| Answer» C. > 19 | |
| 3561. |
For double angles carrying tension, placed back to back and connected to either side of the gusset plate, the sectional area of the section, is equal to cross sectional area of |
| A. | the section |
| B. | the section plus area of rivet holes |
| C. | the section minus area of rivet holes |
| D. | tthe section multiplied by the area of the rivet hole. |
| Answer» D. tthe section multiplied by the area of the rivet hole. | |
| 3562. |
Rolled steel Tee-sections are used |
| A. | as columns |
| B. | with flat strips to connect plates in steel rectangular tanks |
| C. | as built up sections to resist axial tension |
| D. | none of these. |
| Answer» C. as built up sections to resist axial tension | |
| 3563. |
The moment of the couple set up in a section of a beam by the logitudinal compressive and tensile force, is known as |
| A. | bending moment |
| B. | moment of resistance |
| C. | flexural stress moment |
| D. | none of these. |
| Answer» C. flexural stress moment | |
| 3564. |
Strengths of a rivet in single shearing, in bearing and in tearing are 3425 kg, 4575 kg and 5025 kg respectively. If the load in the member is 35 tonnes, the number of rivets required, is |
| A. | 10 |
| B. | 11 |
| C. | 12 |
| D. | 13 |
| E. | 15 |
| Answer» E. 15 | |
| 3565. |
A major beam in a building structure, is known as |
| A. | a girder |
| B. | a floor beam |
| C. | a main beam |
| D. | all the above. |
| Answer» E. | |
| 3566. |
The main assumption of the method of simple design of steel frame work, is : |
| A. | beams are simply supported |
| B. | all connections of beams, girders and trusses are virtually flexible |
| C. | members in compression are subjected to forces applied at appropriate eccentricities |
| D. | all the above. |
| Answer» E. | |
| 3567. |
Assuming the values of maximum deviation P and E to be 25% of the computed value of P and E respectively, the minimum value of the factor of safety is |
| A. | 1.00 |
| B. | 0.67 |
| C. | 1.67 |
| D. | 2.67 |
| E. | none of these. |
| Answer» D. 2.67 | |
| 3568. |
A fillet weld whose axis is parallel to the direction of the applied load, is known as |
| A. | diagonal filler weld |
| B. | end fillet weld |
| C. | side fillet weld |
| D. | all the above. |
| Answer» D. all the above. | |
| 3569. |
Tacking rivets in compression plates not exposed to the weather, have a pitch not exceeding 300 mm or |
| A. | 16 times the thickness of outside plate |
| B. | 24 times the thickness of outside plate |
| C. | 32 times the thickness of outside plate |
| D. | 36 times the thickness of outside plate. |
| Answer» D. 36 times the thickness of outside plate. | |
| 3570. |
A single angle in tension is connected by one leg only. If the areas of connecting and outstanding legs are respectively a and b, net effective area of the angle, is |
| A. | <img src="/_files/images/civil-engineering/steel-structure-design/101-14-108-1.png"> |
| B. | <img src="/_files/images/civil-engineering/steel-structure-design/101-14-108-2.png"> |
| C. | <img src="/_files/images/civil-engineering/steel-structure-design/101-14-108-3.png"> |
| D. | <img src="/_files/images/civil-engineering/steel-structure-design/101-14-108-4.png"> |
| E. | none of these. |
| Answer» C. <img src="/_files/images/civil-engineering/steel-structure-design/101-14-108-3.png"> | |
| 3571. |
If L is the overall length of a combined footing having A as its area, d being the distance between the centre of gravity of the base and centre of the base, the larger width b is |
| A. | <img src="/_files/images/civil-engineering/steel-structure-design/100-14-99-1.png"> |
| B. | <img src="/_files/images/civil-engineering/steel-structure-design/100-14-99-2.png"> |
| C. | <img src="/_files/images/civil-engineering/steel-structure-design/100-14-99-3.png"> |
| D. | <img src="/_files/images/civil-engineering/steel-structure-design/100-14-99-4.png"> |
| Answer» C. <img src="/_files/images/civil-engineering/steel-structure-design/100-14-99-3.png"> | |
| 3572. |
On eccentrically loaded columns, the equivalent axial load may be obtained by |
| A. | adding the axial load, eccentric load, the product of the bending moment due to eccentric load and the appropriate bending factor |
| B. | adding the axial load and eccentric load and subtracting the product of bending moment and appropriate bending factor |
| C. | dividing the sum of axial load and eccentric load by the product of the bending moment and appropirate bending factor |
| D. | none of these. |
| Answer» B. adding the axial load and eccentric load and subtracting the product of bending moment and appropriate bending factor | |
| 3573. |
The central deflection of a simply supported steel beam of length L with a concentrated load W at the centre, is |
| A. | <img src="/_files/images/civil-engineering/steel-structure-design/108-14-202-1.png"> |
| B. | <img src="/_files/images/civil-engineering/steel-structure-design/108-14-202-2.png"> |
| C. | <img src="/_files/images/civil-engineering/steel-structure-design/108-14-202-3.png"> |
| D. | <img src="/_files/images/civil-engineering/steel-structure-design/108-14-202-4.png"> |
| Answer» D. <img src="/_files/images/civil-engineering/steel-structure-design/108-14-202-4.png"> | |
| 3574. |
When the upper column does not provide full bearing area over lower column, the column splice is provided with the following assumption |
| A. | bearing plate is assumed as a short beam to transmit the axial load to the lower column section |
| B. | axial load is assumed to be taken by flanges |
| C. | load transmitted from the flanges of upper column and reactions from the flanges of lower columns are equal and form a couple |
| D. | all the above. |
| Answer» E. | |
| 3575. |
To keep the intensity of bearing pressure between the column base and concrete, compressive throughout the length of the column base, the ratio of the moment M to axial load P should be |
| A. | <img src="/_files/images/civil-engineering/steel-structure-design/99-14-91-1.png"> |
| B. | <img src="/_files/images/civil-engineering/steel-structure-design/99-14-91-2.png"> |
| C. | <img src="/_files/images/civil-engineering/steel-structure-design/99-14-91-3.png"> |
| D. | <img src="/_files/images/civil-engineering/steel-structure-design/99-14-91-4.png"> |
| E. | <img src="/_files/images/civil-engineering/steel-structure-design/99-14-91-5.png"> |
| Answer» C. <img src="/_files/images/civil-engineering/steel-structure-design/99-14-91-3.png"> | |
| 3576. |
For columns whose slenderness ratio is upto 160, the secant formula for the determination of allowable stress, is |
| A. | <img src="/_files/images/civil-engineering/steel-structure-design/96-14-59-1.png"> |
| B. | <img src="/_files/images/civil-engineering/steel-structure-design/96-14-59-2.png"> |
| C. | <img src="/_files/images/civil-engineering/steel-structure-design/96-14-59-3.png"> |
| D. | <img src="/_files/images/civil-engineering/steel-structure-design/96-14-59-4.png"> |
| Answer» B. <img src="/_files/images/civil-engineering/steel-structure-design/96-14-59-2.png"> | |
| 3577. |
The permissible stress to which a structural member can be subjected to, is known as |
| A. | bearing stress |
| B. | working stress |
| C. | tensile stress |
| D. | compressive stress |
| E. | all the above. |
| Answer» C. tensile stress | |
| 3578. |
If M is the moment due to a couple in a bearing plate whose width is b and allowable bending stress is P, the thickness (t) of the bending plate of the column splice, is |
| A. | <img src="/_files/images/civil-engineering/steel-structure-design/99-14-86-1.png"> |
| B. | <img src="/_files/images/civil-engineering/steel-structure-design/99-14-86-2.png"> |
| C. | <img src="/_files/images/civil-engineering/steel-structure-design/99-14-86-3.png"> |
| D. | <img src="/_files/images/civil-engineering/steel-structure-design/99-14-86-4.png"> |
| E. | <img src="/_files/images/civil-engineering/steel-structure-design/99-14-86-5.png"> |
| Answer» C. <img src="/_files/images/civil-engineering/steel-structure-design/99-14-86-3.png"> | |
| 3579. |
Lug angle is |
| A. | used with single angle member |
| B. | not used with double angle member |
| C. | used with channel member |
| D. | all the above. |
| Answer» E. | |
| 3580. |
The maximum permissible slenderness ratio of compression member carrying dead and superimposed load, is |
| A. | 180 |
| B. | 200 |
| C. | 250 |
| D. | 300 |
| E. | 350 |
| Answer» B. 200 | |
| 3581. |
A riveted joint many experience |
| A. | tearing failure of plates |
| B. | bearing failure of plates |
| C. | splitting failure of plates at the edges |
| D. | bearing failure of rivets |
| E. | all the above. |
| Answer» F. | |
| 3582. |
If a pair of angles placed back to back in tension are connected by one leg of each angle, the net effective area of the section, is |
| A. | <img src="/_files/images/civil-engineering/steel-structure-design/101-14-108-1.png"> |
| B. | <img src="/_files/images/civil-engineering/steel-structure-design/101-14-108-2.png"> |
| C. | <img src="/_files/images/civil-engineering/steel-structure-design/101-14-108-3.png"> |
| D. | <img src="/_files/images/civil-engineering/steel-structure-design/101-14-108-4.png"> |
| E. | none of these. |
| Answer» E. none of these. | |
| 3583. |
IS : 800 - 1971 recommends that in a splice plate the number of rivets carrying calculated shear stress through a packing greater than 6 mm thick, is to be increased by 2.5% for every |
| A. | 1.00 mm thickness of packing |
| B. | 1.50 mm thickness of packing |
| C. | 2.0 mm thickness of packing |
| D. | 2.50 mm thickness of packing |
| E. | 3.0 mm thickness of packing. |
| Answer» D. 2.50 mm thickness of packing | |
| 3584. |
When the length of a tension member is too long |
| A. | a wire rope is used |
| B. | a rod is used |
| C. | a bar is used |
| D. | a single angle is used. |
| Answer» D. a single angle is used. | |
| 3585. |
An imaginary line along which rivets are placed, is known as |
| A. | rivet line |
| B. | scrieve line |
| C. | back line |
| D. | gauge line |
| E. | all the above. |
| Answer» F. | |
| 3586. |
The allowable stress in axial tension is generally kept less if thickness of the member is more than |
| A. | 10 mm |
| B. | 12 mm |
| C. | 15 mm |
| D. | 20 mm |
| E. | 22 mm |
| Answer» E. 22 mm | |
| 3587. |
With a percentage increase of carbon in steel, decreases its |
| A. | strength |
| B. | hardness |
| C. | brittleness |
| D. | ductility. |
| Answer» E. | |
| 3588. |
In a built up beam actual bending compressive stress fbc is given by (when y1 is the distance of the edge of the beam from the neutral axis). |
| A. | <img src="/_files/images/civil-engineering/steel-structure-design/104-14-146-1.png"> |
| B. | <img src="/_files/images/civil-engineering/steel-structure-design/104-14-146-2.png"> |
| C. | <img src="/_files/images/civil-engineering/steel-structure-design/104-14-146-3.png"> |
| D. | <img src="/_files/images/civil-engineering/steel-structure-design/104-14-146-4.png"> |
| E. | <img src="/_files/images/civil-engineering/steel-structure-design/104-14-146-4.png"> |
| Answer» B. <img src="/_files/images/civil-engineering/steel-structure-design/104-14-146-2.png"> | |
| 3589. |
A riveted joint may experience |
| A. | shear failure |
| B. | shear failure of plates |
| C. | bearing failure |
| D. | bearing failure of rivets |
| E. | all the above. |
| Answer» F. | |
| 3590. |
The distance between the outer faces of flanges of a plate girder, is known as |
| A. | overall depth |
| B. | clear depth |
| C. | effective depth |
| D. | none of these. |
| Answer» B. clear depth | |
| 3591. |
If W and L are the total superimposed load and the span of a plate girder in metres, the approximate self weight (W) of the girder, is taken as |
| A. | <img src="/_files/images/civil-engineering/steel-structure-design/105-14-163-1.png"> |
| B. | <img src="/_files/images/civil-engineering/steel-structure-design/105-14-163-2.png"> |
| C. | <img src="/_files/images/civil-engineering/steel-structure-design/105-14-163-3.png"> |
| D. | <img src="/_files/images/civil-engineering/steel-structure-design/105-14-163-4.png"> |
| E. | <img src="/_files/images/civil-engineering/steel-structure-design/105-14-163-5.png"> |
| Answer» D. <img src="/_files/images/civil-engineering/steel-structure-design/105-14-163-4.png"> | |
| 3592. |
If d is the clear depth of a plate girder, t is the minimum required thickness of the web, C is the maximum clear distance between vertical stiffeners, the moment of inertia of a pair of stiffeners about the centre line of the web, is |
| A. | <img src="/_files/images/civil-engineering/steel-structure-design/106-14-169-1.png"> |
| B. | <img src="/_files/images/civil-engineering/steel-structure-design/106-14-169-2.png"> |
| C. | <img src="/_files/images/civil-engineering/steel-structure-design/106-14-169-3.png"> |
| D. | <img src="/_files/images/civil-engineering/steel-structure-design/106-14-169-4.png"> |
| Answer» B. <img src="/_files/images/civil-engineering/steel-structure-design/106-14-169-2.png"> | |
| 3593. |
Perforated cover plates are particularly suitable for built up sections consisting of |
| A. | channels placed back to back |
| B. | channels placed toe to toe |
| C. | four angle box section |
| D. | all the above. |
| Answer» D. all the above. | |
| 3594. |
The ratio of the span L of the filler joists to the depth d from the under side of the joist to the top of the structural concrete, should not exceed |
| A. | 60 |
| B. | 45 |
| C. | 35 |
| D. | 25 |
| E. | 20 |
| Answer» D. 25 | |
| 3595. |
To the calculated area of cover plates of a built-up beam, an allowance for rivet holes to be added, is |
| A. | 10% |
| B. | 13% |
| C. | 15% |
| D. | 18% |
| E. | 20%. |
| Answer» C. 15% | |
| 3596. |
The connection of one beam to another beam by means of an angle at the bottom and an angle at the top, is known as |
| A. | unstiffened seated connection |
| B. | stiffened seated connection |
| C. | seated connection |
| D. | none of these. |
| Answer» D. none of these. | |
| 3597. |
Allowable working stress corresponding to the slenderness ratio of double angles placed back to back and connected to one side of a gusset plate, is reduced to |
| A. | 50% |
| B. | 60% |
| C. | 70% |
| D. | 80% |
| E. | 40% |
| Answer» E. 40% | |
| 3598. |
Bulb angles are used in |
| A. | column building |
| B. | bridge building |
| C. | ship building |
| D. | water tank building. |
| Answer» D. water tank building. | |
| 3599. |
In case horizontal stiffeners are not used, the distance between vertical legs of flange angles at the top and bottom of a plate girder, is known as |
| A. | overall depth |
| B. | clear depth |
| C. | effective depth |
| D. | none of these. |
| Answer» C. effective depth | |
| 3600. |
Rolled steel angle sections are classified as |
| A. | equal angles |
| B. | unequal angles |
| C. | bulb angles |
| D. | all the above. |
| Answer» E. | |