Steel Structures Design Mock test – 4 || Civil Engineering Mock tests Welcome to your Steel structures Mock test - 4 Take an exciting test in Steel Structures Design You have only 20 mins to complete the test (25 Questions) Wish you all the best!!! Name Email 1. 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 moments2. With a percentage increase of carbon in steel, decreases its (A) Strength (B) Hardness (C) Brittleness (D) Ductility3. 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 %4. 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) > 245. 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/cm26. 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 plate7. 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) 258. The maximum permissible slenderness ratio of a member carrying loads resulting from wind, is (A) 180 (B) 200 (C) 250 (D) 3009. 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) 1310. A beam is defined as a structural member subjected to (A) Axial loading (B) Transverse loading (C) Axial and transverse loading (D) None of these11. 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 above12. The bending moment for filler joists at the middle of an intermediate span, is (A) WL²/10 (B) - WL²/10 (C) - WL²/12 (D) WL²/1213. 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 × 106 kg/cm2, the bar is (A) In the elastic range (B) In the plastic range (C) At yield point (D) None of these14. 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 mm15. 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 mm16. Secant formula for direct stress in compression, is applicable only for slenderness ratio upto (A) 120 (B) 130 (C) 140 (D) 15017. 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/cm218. For a rectangular section, the ratio of the maximum and average shear stresses, is (A) 1.5 (B) 2.0 (C) 2.5 (D) 3.519. The maximum permissible slenderness ratio of compression member carrying dead and superimposed load, is (A) 180 (B) 200 (C) 250 (D) 35020. 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 span21. 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/cm222. 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 packing23. The equivalent axial tensile load Pe, which produces an average axial tensile stress in the section equivalent to the combined stress due to axial tension P and bending M, at the extreme fibre of the section, is given by (where Z is the section modulus of the section). (A) Pe = P + MA/Z (B) Pe = P - MA/Z (C) Pe = P - Z/MA (D) Pe = P + Z/MA24. The permissible bearing stress in steel, is (A) 1500 kg/cm2 (B) 1890 kg/cm2 (C) 2025 kg/cm2 (D) 2340 kg/cm225. 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)}]