MCQOPTIONS
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MCQOPTIONS
This section includes 264 Mcqs, each offering curated multiple-choice questions to sharpen your Civil Engineering knowledge and support exam preparation. Choose a topic below to get started.
| 201. |
Bearing stiffener in a plate girder is used to |
| A. | ransfer the load from the top flange to the bottom one |
| B. | revent buckling of web |
| C. | ecrease the effective depth of web |
| D. | revent excessive deflection |
| Answer» C. ecrease the effective depth of web | |
| 202. |
The centrifugal force due to curvature of track is assumed to act on the bridge at a height of |
| A. | .23 m above the rail level |
| B. | .50 m above the rail level |
| C. | .83 m above the rail level |
| D. | .13 m above the rail level |
| Answer» D. .13 m above the rail level | |
| 203. |
The use of tie plates in laced columns is |
| A. | rohibited |
| B. | ot prohibited |
| C. | ermitted at start and end of lacing system only |
| D. | ermitted between two parts of the lacing |
| Answer» D. ermitted between two parts of the lacing | |
| 204. |
As per IS : 800, for compression flange, the outstand of flange plates should not exceed (where t = thickness of thinnest flange plate) |
| A. | 21 |
| B. | 61 |
| C. | 01 |
| D. | 51 |
| Answer» C. 01 | |
| 205. |
In case of plastic design, the calculated maximum shear capacity of a beam as per IS:800 shall be (where, Aw = effective cross-sectional area resisting shear fy = yield stress of the steel) |
| A. | .55 Awfy |
| B. | .65 Awfy |
| C. | .75 Awfy |
| D. | .85 Awfy |
| Answer» B. .65 Awfy | |
| 206. |
The maximum slenderness ratio of a compression member carrying both dead and superimposed load is |
| A. | 80 |
| B. | 00 |
| C. | 50 |
| D. | 50 |
| Answer» B. 00 | |
| 207. |
Angle of inclination of the lacing bar with the longitudinal axis of the column should preferably be between |
| A. | 0° to 30° |
| B. | 0° to 40° |
| C. | 0° to 70° |
| D. | 0° |
| Answer» D. 0° | |
| 208. |
Economical depth of a plate girder corresponds to |
| A. | inimum weight |
| B. | inimum depth |
| C. | aximum weight |
| D. | inimum thickness of web |
| Answer» B. inimum depth | |
| 209. |
Minimum spacing of vertical stiffeners is limited to (where d is the distance between flange angles) |
| A. | /4 |
| B. | /3 |
| C. | /2 |
| D. | d/3 |
| Answer» C. /2 | |
| 210. |
The maximum spacing of vertical stiffeners is (where d is the distance between flange angles) |
| A. | .33 d |
| B. | .25 d |
| C. | .5 d |
| D. | .75 d |
| Answer» D. .75 d | |
| 211. |
Minimum thickness of web in a plate girder, when the plate is accessible and also exposed to weather, is |
| A. | mm |
| B. | mm |
| C. | mm |
| D. | 0 mm |
| Answer» C. mm | |
| 212. |
Maximum pitch of rivets, used in steel stacks, is limited to (where t is thickness of thinner plate being connected) |
| A. | t |
| B. | 01 |
| C. | 21 |
| D. | 61 |
| Answer» C. 21 | |
| 213. |
Hudson’s formula gives the dead weight of a truss bridge as a function of |
| A. | ottom chord area |
| B. | op chord area |
| C. | ffective span of bridge |
| D. | eaviest axle load of engine |
| Answer» B. op chord area | |
| 214. |
According to IS Specifications, the maximum pitch of rivets in compression is (where t is thickness of thinnest outside plate or angle) |
| A. | esser of 200 mm and 12 t |
| B. | esser of 200 mm and 161 |
| C. | esser of 300 mm and 32 t |
| D. | esser of 3 00 mm and 24 t |
| Answer» B. esser of 200 mm and 161 | |
| 215. |
compression force in two end posts The pin of a rocker bearing in a bridge is designed for |
| A. | earing and shear |
| B. | ending and shear |
| C. | earing and bending |
| D. | earing, shear and bending |
| Answer» E. | |
| 216. |
Gantry girders are designed to resist |
| A. | Lateral loads |
| B. | Longitudinal loads and vertical loads |
| C. | Lateral, longitudinal and vertical loads |
| D. | Lateral and longitudinal loads |
| Answer» D. Lateral and longitudinal loads | |
| 217. |
Modified moment of inertia of sections with a single web, is equal to moment of inertia of the section about Y-Y axis at the point of maximum bending moment and is multiplied by the ratio of |
| A. | Area of compression flange at the minimum bending moment to the corresponding area at the point of maximum bending moment |
| B. | Area of tension flange at the minimum bending moment of the corresponding area at the point of maximum bending moment |
| C. | Total area of flanges at the maximum bending moment to the corresponding area at the point of maximum bending moment |
| D. | None of these |
| Answer» D. None of these | |
| 218. |
A fillet weld may be termed as |
| A. | Mitre weld |
| B. | Concave weld |
| C. | Convex weld |
| D. | All the above |
| Answer» E. | |
| 219. |
In a built up section carrying a tensile force, the flanges of two channels are turned outward |
| A. | To simplify the transverse connections |
| B. | To minimise lacing |
| C. | To have greater lateral rigidity |
| D. | All the above |
| Answer» D. All the above | |
| 220. |
The ratio of shearing stress to shearing strain within elastic limit, is known as |
| A. | Modulus of elasticity |
| B. | Shear modulus of elasticity |
| C. | Bulk modulus of elasticity |
| D. | Tangent modulus of elasticity |
| Answer» C. Bulk modulus of elasticity | |
| 221. |
The best arrangement to provide unified behaviour in built up steel columns is by |
| A. | Lacing |
| B. | Battening |
| C. | Tie plates |
| D. | Perforated cover plates |
| Answer» B. Battening | |
| 222. |
The size of a butt weld is specified by the effective throat thickness which in the case of incomplete penetration, is taken as |
| A. | ½ of the thickness of thicker part |
| B. | ¾ of the thickness of thicker part |
| C. | ¾ of the thickness of thinner part |
| D. | 7 /8 of the thickness of thinner part |
| Answer» E. | |
| 223. |
Factor of safety is the ratio of |
| A. | Yield stress to working stress |
| B. | Tensile stress to working stress |
| C. | Compressive stress to working stress |
| D. | Bearing stress to working stress |
| Answer» B. Tensile stress to working stress | |
| 224. |
When the bolts are subjected to reversal of stresses, the most suitable type of bolt is |
| A. | Black bolt |
| B. | Ordinary unfinished bolt |
| C. | Turned and fitted bolt |
| D. | High strength bolt |
| Answer» E. | |
| 225. |
In a truss girder of a bridge, a diagonal consists of mild steel flat 4001.S.F. and carries a pull of 80 tonnes. If the gross-diameter of the rivet is 26 mm, the number of rivets required in the splice, is |
| A. | 6 |
| B. | 7 |
| C. | 8 |
| D. | 9 |
| Answer» D. 9 | |
| 226. |
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 | |
| 227. |
As compared to field rivets, the shop rivets are |
| A. | Stronger |
| B. | Weaker |
| C. | Equally strong |
| D. | Any of the above |
| Answer» B. Weaker | |
| 228. |
Stiffeners are used in a plate girder |
| A. | To reduce the compressive stress |
| B. | To reduce the shear stress |
| C. | To take the bearing stress |
| D. | To avoid bulking of web plate |
| Answer» E. | |
| 229. |
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 appropriate 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 | |
| 230. |
The allowable shear stress in the web of mild steel beams decreases with |
| A. | Decrease in h/t ratio |
| B. | Increase in h/t ratio |
| C. | Decrease in thickness |
| D. | Increase in height |
| Answer» C. Decrease in thickness | |
| 231. |
For the economical design of a combined footing to support two equal column loads, the projections of beams in lower tier are kept such that bending moment under column is equal to |
| A. | Bending moment at the centre of the beam |
| B. | Half the bending moment at the centre of the beam |
| C. | Twice the bending moment at the centre of the beam |
| D. | None of these |
| Answer» B. Half the bending moment at the centre of the beam | |
| 232. |
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. | |
| 233. |
The connection of intermediate vertical stiffeners to the web, not subjected to external loads, shall be designed for a minimum shear force (kN/m) of |
| A. | 75 t²/h |
| B. | 125 t3 /h² |
| C. | 125 t²/h |
| D. | 175 t²/h |
| Answer» D. 175 t²/h | |
| 234. |
Compression members composed of two channels back-to-back and separated by a small distance are connected together by riveting so that the minimum slenderness ratio of each member between the connections, does not exceed |
| A. | 40 |
| B. | 50 |
| C. | 60 |
| D. | 70 |
| Answer» B. 50 | |
| 235. |
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. | |
| 236. |
The statical method of plastic analysis satisfies |
| A. | Equilibrium and mechanism conditions |
| B. | Equilibrium and plastic moment conditions |
| C. | ) Mechanism and plastic moment conditions |
| D. | Equilibrium condition only |
| Answer» C. ) Mechanism and plastic moment conditions | |
| 237. |
If the thickness of a structural member is small as compared to its length and width, it is classified as |
| A. | One dimensional |
| B. | Two dimensional |
| C. | Three dimensional |
| D. | None of these |
| Answer» C. Three dimensional | |
| 238. |
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. | fbc = (M/Ixx) × y |
| B. | fbc = (Ixx/M) × y |
| C. | fbc = (Ixx/M) + y |
| D. | fbc = (M/Ixx) + y |
| Answer» B. fbc = (Ixx/M) × y | |
| 239. |
The bracing provided in the plane of end posts is called |
| A. | Sway bracing |
| B. | Portal bracing |
| C. | Top lateral bracing |
| D. | Bottom lateral bracing |
| Answer» C. Top lateral bracing | |
| 240. |
A beam may be designed as a cased beam if |
| A. | Section is of double open channel form with the webs not less than 40 mm apart |
| B. | Overall depth and width of the steel section do not exceed 750 and 450 mm respectively |
| C. | Beam is solidly encased in concrete with 10 mm aggregate having 28 days strength 160 kg/cm2 (D) All the ab |
| D. | All the above |
| Answer» E. | |
| 241. |
A column splice is used to increase |
| A. | Length of the column |
| B. | Strength of the column |
| C. | Cross-sectional area of the column |
| D. | None of these |
| Answer» B. Strength of the column | |
| 242. |
The bracing between two columns of a steel tank will be designed to resist |
| A. | Horizontal shear due to wind or earthquake only |
| B. | Horizontal, shear due to wind or earthquake + 2.5% of column loads |
| C. | Column loads + 2.5% of horizontal shear due to wind or earthquake |
| D. | Column loads + full horizontal shear due to wind or earthquake |
| Answer» C. Column loads + 2.5% of horizontal shear due to wind or earthquake | |
| 243. |
The net area of round bars to resist the tension, is the area of cross section at |
| A. | Mid-section |
| B. | Root of the thread |
| C. | Difference of (a) and (b) |
| D. | None of these |
| Answer» C. Difference of (a) and (b) | |
| 244. |
For eccentrically loaded columns, the bending factor is |
| A. | Cross-sectional area of column/Radius of gyration |
| B. | Radius of gyration/Cross-sectional area of column |
| C. | Cross-sectional area of column/Section modulus of the section |
| D. | Section modulus of the section/Cross-sectional area of column |
| Answer» D. Section modulus of the section/Cross-sectional area of column | |
| 245. |
The risk coefficient k, depends on |
| A. | Mean probable design life of structures |
| B. | Basic wind speed |
| C. | Both (A) and (B) |
| D. | None of the above |
| Answer» D. None of the above | |
| 246. |
The stress in the wall of a thin cylinder subjected to internal pressure, is |
| A. | Hoop compression |
| B. | Shear |
| C. | Torsional shear |
| D. | Hoop tension |
| Answer» E. | |
| 247. |
The most commonly used sections in lateral system to carry shear force in built up columns, are |
| A. | Rolled steel flats |
| B. | Rolled angles |
| C. | Rolled channels |
| D. | All the above |
| Answer» E. | |
| 248. |
Shear buckling of web in a plate girder is prevented by using |
| A. | Vertical intermediate stiffener |
| B. | Horizontal stiffener at neutral axis |
| C. | Bearing stiffener |
| D. | None of the above |
| Answer» B. Horizontal stiffener at neutral axis | |
| 249. |
The thickness of the web of a mild steel plate girder is less than d/200. If only one horizontal stiffener is used, it is placed at |
| A. | The neutral axis of the section |
| B. | 2/3rd of the depth of the neutral axis from the compression flange |
| C. | 2/5th of the depth of the neutral axis from the compression flange |
| D. | 2/5th of the height of the neutral axis from tension flange |
| Answer» D. 2/5th of the height of the neutral axis from tension flange | |
| 250. |
The moment of the couple set up in a section of a beam by the longitudinal 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 | |