McqMate
| 201. |
If the thickness of plate to be connected by a rivet is 16 mm, then suitable size of rivet as per Unwin's formula will be |
| A. | 16 mm |
| B. | 20 mm |
| C. | 24 mm |
| D. | 27 mm |
| Answer» C. 24 mm | |
| 202. |
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» D. all the above | |
| 203. |
Angle of inclination of the lacing bar with the longitudinal axis of the column should preferably be between |
| A. | 10° to 30° |
| B. | 30° to 40° |
| C. | 40° to 70° |
| D. | 90° |
| Answer» C. 40° to 70° | |
| 204. |
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 |
| Answer» C. 12 | |
| 205. |
The internal pressure coefficient on walls for buildings with large permeability is taken as |
| A. | ± 0.2 |
| B. | ±0.5 |
| C. | ± 0.7 |
| D. | 0 |
| Answer» C. ± 0.7 | |
| 206. |
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» B. rivet after driving | |
| 207. |
The centrifugal force due to curvature of track is assumed to act on the bridge at a height of |
| A. | 1.23 m above the rail level |
| B. | 1.50 m above the rail level |
| C. | 1.83 m above the rail level |
| D. | 2.13 m above the rail level |
| Answer» C. 1.83 m above the rail level | |
| 208. |
The tensile strength of mild steel for bolts and nuts should not be less than |
| A. | 32 kg/mm2 |
| B. | 36 kg/mm2 |
| C. | 40 kg/mm2 |
| D. | 44 kg/mm2 |
| Answer» D. 44 kg/mm2 | |
| 209. |
Efficiency of a riveted joint, having the minimum pitch as per IS : 800, is |
| A. | 40 % |
| B. | 50 % |
| C. | 60 % |
| D. | 70 % |
| Answer» C. 60 % | |
| 210. |
In double lacing, the thickness t of flat lacing is |
| A. | t < 1/40 th length between inner end rivets |
| B. | t < 1/50 th length between inner end rivets |
| C. | t < 1/60 th length between inner end rivets |
| D. | t < 1/70 th length between inner end rivets |
| Answer» C. t < 1/60 th length between inner end rivets | |
| 211. |
According to IS Specifications, the effective length of a column effectively held in position at both ends and restrained in direction at one end is taken as |
| A. | 0.67 l |
| B. | 0.8 l |
| C. | l |
| D. | 1.5 l |
| Answer» B. 0.8 l | |
| 212. |
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. | t b × p)/6m] |
| B. | t m/(b × p)] |
| C. | t = 6m/bp |
| D. | t m/(b × p) |
| Answer» B. t m/(b × p)] | |
| 213. |
The web crippling due to excessive bearing stress can be avoided by |
| A. | increasing the web thickness |
| B. | providing suitable stiffeners |
| C. | increasing the length of the bearing plates |
| D. | none of the above |
| Answer» C. increasing the length of the bearing plates | |
| 214. |
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 % |
| Answer» D. 80 % | |
| 215. |
The number of seismic zones in which the country has been divided is |
| A. | 3 |
| B. | 5 |
| C. | 6 |
| D. | 7 |
| Answer» B. 5 | |
| 216. |
Load factor is |
| A. | always equal to factor of safety |
| B. | always less than factor of safety |
| C. | always greater than factor of safety |
| D. | sometimes greater than factor of safety |
| Answer» C. always greater than factor of safety | |
| 217. |
When a tension member is made of four angles with a plate as a web, the allowance for holes is made as |
| A. | two holes for each angle and one hole for the web |
| B. | one hole for each angle and one hole for the web |
| C. | one hole for each angle and two holes for the web |
| D. | two holes for each angle and two holes for the web |
| Answer» C. one hole for each angle and two holes for the web | |
| 218. |
The effective length of a battened column is increased by |
| A. | 5 % |
| B. | 10 % |
| C. | 15 % |
| D. | 20 % |
| Answer» B. 10 % | |
| 219. |
To keep the intensity of bearing pressure between the column base and concrete compressive and to vary from zero to 2P/BL, the ratio of the moment M to the axial load P should be |
| A. | l/2 |
| B. | l/3 |
| C. | l/4 |
| D. | l/6 |
| Answer» D. l/6 | |
| 220. |
The spans are considered approximately equal if the longest span does not exceed the shortest span by more than |
| A. | 5 % |
| B. | 10 % |
| C. | 15 % |
| D. | 20 % |
| Answer» C. 15 % | |
| 221. |
The mechanism method and the statical method give |
| A. | lower and upper bounds respectively on the strength of structure |
| B. | upper and lower bounds respectively on the strength of structure |
| C. | lower bound on the strength of structure |
| D. | upper bound on the strength of structure |
| Answer» B. upper and lower bounds respectively on the strength of structure | |
| 222. |
When two plates are placed end to end and are joined by two cover plates, the joint is known as |
| A. | lap joint |
| B. | butt joint |
| C. | chain riveted lap joint |
| D. | double cover butt joint |
| Answer» D. double cover butt joint | |
| 223. |
The strength of a riveted lap joint is equal to its |
| A. | shearing strength |
| B. | bearing strength |
| C. | tearing strength |
| D. | least of (a), (b) and (c) |
| Answer» D. least of (a), (b) and (c) | |
| 224. |
Number of rivets required in a joint, is |
| A. | load/shear strength of a rivet |
| B. | load/bearing strength of a rivet |
| C. | load/tearing strength of a rivet |
| D. | load/rivet value |
| Answer» D. load/rivet value | |
| 225. |
If the loaded length of span in meters of a railway steel bridge carrying a single track is 6 m, then impact factor is taken as |
| A. | 0 |
| B. | 0.5 |
| C. | between 0.5 and 1.0 |
| D. | 1.0 |
| Answer» C. between 0.5 and 1.0 | |
| 226. |
A riveted joint many experience |
| A. | tearing failure of plates |
| B. | splitting failure of plates at the edges |
| C. | bearing failure of rivets |
| D. | all the above |
| Answer» D. all the above | |
| 227. |
Diameter of a bolt hole is usually taken as |
| A. | gross diameter of bolt |
| B. | nominal diameter + 1.5 mm |
| C. | nominal diameter + 2.0 mm |
| D. | nominal diameter of bolt |
| Answer» B. nominal diameter + 1.5 mm | |
| 228. |
The effective length of a double angle strut with angles placed back to back and connected to both the sides of a gusset plate, by not less than two rivets, is |
| A. | 0.5 l |
| B. | 0.67 l |
| C. | 0.85 l |
| D. | 2 l |
| Answer» C. 0.85 l | |
| 229. |
The range of economical spacing of trusses varies from |
| A. | l/3 to l/5 |
| B. | l/4 to 2l/5 |
| C. | l/3 to l/2 |
| D. | 2l/5 to 3l/5, where l is span |
| Answer» A. l/3 to l/5 | |
| 230. |
Effective sectional area of a compression member is: |
| A. | gross sectional area - area of rivet hole |
| B. | gross sectional area + area of rivet hole |
| C. | gross sectional area × area of rivet hole |
| D. | gross sectional area + area of rivet hole |
| Answer» A. gross sectional area - area of rivet hole | |
| 231. |
The maximum slenderness ratio of a steel column, the design of which is governed by wind or seismic forces is |
| A. | 150 |
| B. | 180 |
| C. | 250 |
| D. | 350 |
| Answer» C. 250 | |
| 232. |
In plastic analysis, the shape factor for circular sections, is |
| A. | 1.5 |
| B. | 1.6 |
| C. | 1.697 |
| D. | none of these |
| Answer» C. 1.697 | |
| 233. |
The external wind pressure acting on a roof depends on |
| A. | degree of permeability of roof |
| B. | slope of roof |
| C. | both (a) and (b) |
| D. | none of the above |
| Answer» B. slope of roof | |
| 234. |
The failure of a web plate takes place by yielding if the ratio of the clear depth to thickness of the web, is less than |
| A. | 45 |
| B. | 55 |
| C. | 62 |
| D. | 82 |
| Answer» D. 82 | |
| 235. |
The actual thickness of butt weld as compared to the thickness of plate is usually |
| A. | more |
| B. | less |
| C. | equal |
| D. | none of the above |
| Answer» A. more | |
| 236. |
The ratio of longitudinal stress to strain within elastic limit, is known as |
| A. | modulus of elasticity |
| B. | shear modulus of elasticity |
| C. | bulk modulus of elasticity |
| D. | all the above |
| Answer» A. modulus of elasticity | |
| 237. |
The slenderness ratio of lacing bars should not exceed |
| A. | 100 |
| B. | 120 |
| C. | 145 |
| D. | 180 |
| Answer» C. 145 | |
| 238. |
In a fillet weld placed on the sides of the base, the metal experiences |
| A. | shear |
| B. | tension |
| C. | compression |
| D. | all the above |
| Answer» D. all the above | |
| 239. |
For steel members not exposed to weather, the thickness of steel should not be less than |
| A. | 4.5 mm |
| B. | 6 mm |
| C. | 8 mm |
| D. | 10 mm |
| Answer» B. 6 mm | |
| 240. |
When a tension member consists of two channel sections, the allowance for rivet hole is made for two holes from |
| A. | each web |
| B. | each flange |
| C. | each web or one hole from each flange whichever is more |
| D. | each web or one hole from each flange whichever is less |
| Answer» D. each web or one hole from each flange whichever is less | |
| 241. |
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. | a - [b/{1 + 0.35 (b/a)}] |
| B. | a + [b/{1 + 0.35 (b/a)}] |
| C. | a - [b/{1 + 0.2 (b/a)}] |
| D. | a + [b/{1 + 0.2 (b/a)}] |
| Answer» D. a + [b/{1 + 0.2 (b/a)}] | |
| 242. |
P 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 |
| Answer» C. 1.67 | |
| 243. |
A beam is defined as a structural member subjected to |
| A. | axial loading |
| B. | transverse loading |
| C. | axial and transverse loading |
| D. | none of these |
| Answer» B. transverse loading | |
| 244. |
The allowable stress in axial tension for rolled I-sections and channels, is taken as |
| A. | 1420 kg/cm2 |
| B. | 1500 kg/cm2 |
| C. | 2125 kg/cm2 |
| D. | 1810 kg/cm2 |
| Answer» B. 1500 kg/cm2 | |
| 245. |
Secant formula for direct stress in compression, is applicable only for slenderness ratio upto |
| A. | 120 |
| B. | 130 |
| C. | 140 |
| D. | 150 |
| Answer» C. 140 | |
| 246. |
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» D. all the above | |
| 247. |
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» D. all the above | |
| 248. |
A riveted joint may experience |
| A. | shear failure |
| B. | shear failure of plates |
| C. | bearing failure |
| D. | all the above |
| Answer» D. all the above | |
| 249. |
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 |
| Answer» C. 2.0 mm thickness of packing | |
| 250. |
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 % |
| Answer» B. 13 % | |
| 251. |
If the moment of inertia of a section about its axis is and its effective sectional area is , its radius of gyration r about the axis, is |
| A. | r = i/a |
| B. | r i/a) |
| C. | r = (i/a) |
| D. | r a/i) |
| Answer» B. r i/a) | |
| 252. |
A structural member subjected to compressive stress in a direction parallel to its longitudinal axis, is generally known as |
| A. | column |
| B. | stanchion |
| C. | post |
| D. | all the above |
| Answer» D. all the above | |
| 253. |
Live load |
| A. | varies in magnitude |
| B. | varies in position |
| C. | is expressed as uniformly distributed load |
| D. | all the above |
| Answer» D. all the above | |
| 254. |
The maximum permissible slenderness ratio of a member carrying loads resulting from wind, is |
| A. | 180 |
| B. | 200 |
| C. | 250 |
| D. | 300 |
| Answer» C. 250 | |
| 255. |
The average shear stress for rolled steel beam section, is |
| A. | 845 kg/cm2 |
| B. | 945 kg/cm2 |
| C. | 1025 kg/cm2 |
| D. | 1500 kg/cm2 |
| Answer» B. 945 kg/cm2 | |
| 256. |
For a rectangular section, the ratio of the maximum and average shear stresses, is |
| A. | 1.5 |
| B. | 2.0 |
| C. | 2.5 |
| D. | 3.5 |
| Answer» A. 1.5 | |
| 257. |
For the steel member exposed to weather and accessible for repainting, the thickness of steel should not be less than (accepting the webs of Indian Standard rolled steel joists and channels). |
| A. | 4 mm |
| B. | 6 mm |
| C. | 8 mm |
| D. | 10 mm |
| Answer» B. 6 mm | |
| 258. |
The permissible stress in bending for rolled steel I-beams and channels, is |
| A. | 1500 kg/cm2 |
| B. | 1575 kg/cm2 |
| C. | 945 kg/cm2 |
| D. | 1650 kg/cm2 |
| Answer» D. 1650 kg/cm2 | |
| 259. |
The distance measured along one rivet line from the centre of a rivet to the centre of adjoining rivet on an adjacent parallel rivet line, is called |
| A. | pitch of rivet |
| B. | gauge distance of rivet |
| C. | staggered pitch |
| D. | all the above |
| Answer» C. staggered pitch | |
| 260. |
The effective length of a simply supported beam with ends restrained against torsion, and also the ends of compression flange partially restrained against lateral bending, is given by |
| A. | l = span |
| B. | l = 0.85 span |
| C. | l = 0.75 span |
| D. | l = 0.7 span |
| Answer» B. l = 0.85 span | |
| 261. |
The permissible bearing stress in steel, is |
| A. | 1500 kg/cm2 |
| B. | 1890 kg/cm2 |
| C. | 2025 kg/cm2 |
| D. | 2340 kg/cm2 |
| Answer» B. 1890 kg/cm2 | |
| 262. |
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 |
| Answer» D. 13 | |
| 263. |
The bending moment for filler joists at the middle of an intermediate span, is |
| A. | wl²/10 |
| B. | - wl²/10 |
| C. | - wl²/12 |
| D. | wl²/12 |
| Answer» D. wl²/12 | |
| 264. |
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 |
| Answer» B. < 24 | |
| 265. |
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. | none of these |
| Answer» D. none of these | |
| 266. |
If p and d are pitch and gross diameter of rivets, the efficiency ( ) of the riveted joint, is given by |
| A. | = p/p - d |
| B. | = p/p + d |
| C. | = p - d/p |
| D. | = p + d/p |
| Answer» C. = p - d/p | |
| 267. |
The slenderness ratio of a column is zero when its length |
| A. | is zero |
| B. | is equal to its radius of gyration |
| C. | is supported on all sides throughout its length |
| D. | is between the points of zero moments |
| Answer» D. is between the points of zero moments | |
| 268. |
The maximum axial load which is just sufficient to keep a column in a small deflected shape, is called |
| A. | crippling load |
| B. | buckling load |
| C. | critical load |
| D. | all the above |
| Answer» D. all the above | |
| 269. |
Spans of continuous fillers are considered approximately equal if the longest span does not exceed the shortest span by more than |
| A. | 5 % |
| B. | 10 % |
| C. | 15 % |
| D. | 20 % |
| Answer» C. 15 % | |
| 270. |
The ratio of the span L of the filler joists to the depth d from the underside of the joist to the top of the structural concrete, should not exceed |
| A. | 60 |
| B. | 45 |
| C. | 35 |
| D. | 25 |
| Answer» C. 35 | |
| 271. |
With a percentage increase of carbon in steel, decreases its |
| A. | strength |
| B. | hardness |
| C. | brittleness |
| D. | ductility |
| Answer» D. ductility | |
| 272. |
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 |
| Answer» D. 20 mm | |
| 273. |
The maximum permissible slenderness ratio of compression member carrying dead and superimposed load, is |
| A. | 180 |
| B. | 200 |
| C. | 250 |
| D. | 350 |
| Answer» A. 180 | |
| 274. |
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» C. 32 times the thickness of outside plate | |
| 275. |
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. | a - [b/{1 + 0.35 (b/a)}] |
| B. | a + [b/{1 + 0.35 (b/a)}] |
| C. | a - [b/{1 + 0.2 (b/a)}] |
| D. | a + [b/{1 + 0.2 (b/a)}] |
| Answer» B. a + [b/{1 + 0.35 (b/a)}] | |
| 276. |
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. | (a/l) + (3ad/l²) |
| B. | (a/l) + (6ad/l²) |
| C. | (a/l) - (6ad/l²) |
| D. | (a/l) - (3ad/l²) |
| Answer» B. (a/l) + (6ad/l²) | |
| 277. |
Select the correct statement |
| A. | Material cost of a rivet is higher than that of abolt |
| B. | Tensile strength of a bolt is lesser than that of a rivet |
| C. | Bolts are used as a temporary fastening whereas rivets are used as permanentfastenings |
| D. | Riveting is less noisy than bolting |
| Answer» C. Bolts are used as a temporary fastening whereas rivets are used as permanentfastenings | |
| 278. |
In a gusseted base, when the end of the column is machined for complete bearing on the base plate, then the axial load is assumed to be transferred to base plate |
| A. | Fully by direct bearing |
| B. | Fully through fastenings |
| C. | 50% by direct bearing and 50% through fastenings |
| D. | 75% by direct bearing and 25% through fastenings |
| Answer» C. 50% by direct bearing and 50% through fastenings | |
| 279. |
If the floor is supported at or near the bottom but top chords of a bridge is not braced, then the bridge is called |
| A. | Deck type |
| B. | Through type |
| C. | Half through type |
| D. | Double deck type |
| Answer» C. Half through type | |
| 280. |
The elastic strain for steel is about |
| A. | 1/12 of strain at the initiation of strain hardening and about 1/120 of maximum strain |
| B. | 1/2 of strain at the initiation of strain hardening and about 1/12 of maximum strain |
| C. | 1/12 of strain at the initiation of strain hardening and 1/200 of maximumstrain |
| D. | 1/24 of strain at the initiation of strain hardening and about 1/200 of maximum strain |
| Answer» C. 1/12 of strain at the initiation of strain hardening and 1/200 of maximumstrain | |
| 281. |
In moment resistant connections, the moment resistance of riveted connection depends upon |
| A. | Shear in rivets |
| B. | Compression in rivets |
| C. | Tension in rivets |
| D. | Strength of rivets in bearing |
| Answer» C. Tension in rivets | |
| 282. |
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» B. Moment of resistance | |
| 283. |
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 compressionflange |
| C. | 2/5th of the depth of the neutral axis from the compressionflange |
| D. | 2/5th of the height of the neutral axis from tensionflange |
| Answer» C. 2/5th of the depth of the neutral axis from the compressionflange | |
| 284. |
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» D. All the above | |
| 285. |
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 orearthquake |
| Answer» B. Horizontal, shear due to wind or earthquake + 2.5% of column loads | |
| 286. |
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 mmapart |
| B. | Overall depth and width of the steel section do not exceed 750 and 450 mmrespectively |
| C. | Beam is solidly encased in concrete with 10 mm aggregate having 28 days strength 160kg/cm2 |
| D. | All the above |
| Answer» D. All the above | |
| 287. |
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» A. fbc = (M/Ixx) × y | |
| 288. |
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» B. Two dimensional | |
| 289. |
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» A. 40 | |
| 290. |
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 (Where, t = the web thickness in mm and h = the outstand of stiffener in mm) |
| A. | 75 t²/h |
| B. | 125 t3/h² |
| C. | 125 t²/h |
| D. | 175 t²/h |
| Answer» C. 125 t²/h | |
| 291. |
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» D. All the above | |
| 292. |
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» A. Bending moment at the centre of the beam | |
| 293. |
The allowable shear stress in the web of mild steel beams decreases with (Where 'h is thickness) |
| A. | Decrease in h/t ratio |
| B. | Increase in h/t ratio |
| C. | Decrease in thickness |
| D. | Increase in height |
| Answer» B. Increase in h/t ratio | |
| 294. |
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» A. Adding the axial load, eccentric load, the product of the bending moment due to eccentric load and the appropriate bending factor | |
| 295. |
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» C. 8 | |
| 296. |
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» D. High strength bolt | |
| 297. |
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» D. 7/8 of the thickness of thinner part | |
| 298. |
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» C. To have greater lateral rigidity | |
| 299. |
The overlap of batten plates with the main members in welded connections should be more than |
| A. | 3 t |
| B. | 4 t |
| C. | 6 t |
| D. | 8 tt |
| Answer» B. 4 t | |
| 300. |
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 atthe 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» C. Total area of flanges at the maximum bending moment to the corresponding area at the point of maximum bending moment | |
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