43251. For a steel grillage footing to support two unequal column loads
43252. In case of cantilever fillers, the ratio of the span L to depth d, should not exceed
43253. The rivets which are heated and then driven in the field, are known
43254. The strength of a riveted lap joint is equal to its
43255. The slenderness ratio of a column is zero when its length
43256. The main advantage of a steel member, is :
43257. A 20 mm dia steel bar which is subjected to an axial tension of 2300 kg/cm2 produces a strain of 0.004 cm. If Young's modulus of steel is 2.1 x 106 kg/cm2, the bar is
43258. Poisson's ratio for steel within elastic limit, ranges from
43259. When a large value of radius of gyration is not required
43260. The maximum axial load which is just sufficient to keep a column in a small deflected shape, is called
43261. If the slenderness ratio is greater than 160, the allowable stress in axial compression is multiplied by a factor (1.2 - (l/xy) where x is
43262. The effective length of a compression member of length L, held in position and restrained in direction at both ends, is
43263. Spans of continuous fillers are considered approximately equal if the longest span does not exceed the shortest span by more than
43264. The gross diameter of a rivet is the diameter of
43265. Diameter of a rivet hole is made larger than the diameter of the rivet by
43266. Number of rivets required in a joint, is
43267. When a tension member consists of two channel sections, the allowance for rivet hole is made for two holes from
43268. If d is the distance between the flange angles, the vertical stiffeners in plate girders without horizontal stiffeners, are spaced at a distance not less than
43269. A column splice is used to increase
43270. 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
43271. The maximum tensile and compressive bending stress in extreme fibres of rolled I-sections and channels on the effective section, is
43272. Perforated cover plates are particularly suitable for built up sections consisting of
43273. The tensile strength of mild steel for bolts and nuts should not be less than
43274. A riveted joint may experience
43275. With a percentage increase of carbon in steel, decreases its
43276. In double lacing, the thickness t of flat lacing is
43277. When the length of a tension member is too long
43278. An imaginary line along which rivets are placed, is known as
43279. The allowable stress in axial tension is generally kept less if thickness of the member is more than
43280. The maximum permissible slenderness ratio of compression member carrying dead and superimposed load, is
43281. The safe working pressure for a spherical vessel 1.5 m diameter and having 1.5 cm thick wall not to exceed tensile stress 50kg/cm2 , is
43282. Lug angle is
43283. Effective length of a column effectively held in position and restrained in direction at both ends, is
43284. A riveted joint many experience
43285. 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
43286. 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
43287. When the upper column does not provide full bearing area over lower column, the column splice is provided with the following assumption
43288. For a steel member of slenderness ratio 350, the allowable stress is 76 kg/cm2 if it is
43289. The permissible stress to which a structural member can be subjected to, is known as
43290. Tacking rivets in compression plates not exposed to the weather, have a pitch not exceeding 300 mm or
43291. Effective length of a column effectively held in position and restrained in direction at one end but neither held in position nor restrained in direction at the other end, is
43292. 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
43293. According to the Unwin's formula, if t is thickness of the plate in mm, the nominal diameter of the rivet, is
43294. 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
43295. On eccentrically loaded columns, the equivalent axial load may be obtained by
43296. The distance between the outer faces of flanges of a plate girder, is known as
43297. To the calculated area of cover plates of a built-up beam, an allowance for rivet holes to be added, is
43298. 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
43299. 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
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