InterviewSolution

Explore topic-wise InterviewSolutions in .

This section includes InterviewSolutions, each offering curated multiple-choice questions to sharpen your knowledge and support exam preparation. Choose a topic below to get started.

51.	When second longitudinal stiffener is provided, d/tw to meet serviceability criteria is(a) ≤ 400 εw(b) ≥ 400 εw(c) > 800 εw(d) ≤ 800 εwThe question was posed to me in an international level competition.This intriguing question originated from Proportioning of Web & Flanges topic in portion Gantry Girders, Design of Plate Girders & Industrial Buildings of Design of Steel Structures
Answer» Right option is (a) ≤ 400 εw Easiest EXPLANATION: When second longitudinal stiffener is provided at NEUTRAL axis, d/tw ≤ 400 εw to meet serviceability CRITERIA, where d is depth of web, εw = √(250/fyw), fyw is yield STRESS of web.

52.	When a plate girder bends, vertical compression in web is due to(a) downward vertical component of compression flange bending stress only(b) downward vertical component of tension flange bending stress only(c) downward vertical component of compression flange and upward vertical component of tension flange bending stress(d) upward vertical component of compression flange and downward vertical component of tension flange bending stressThis question was posed to me in quiz.This interesting question is from Proportioning of Web & Flanges topic in section Gantry Girders, Design of Plate Girders & Industrial Buildings of Design of Steel Structures
Answer» The correct answer is (C) DOWNWARD vertical component of compression flange and upward vertical component of tension flange bending stress The explanation: When a plate girder BENDS, its CURVATURE creates vertical compression in web is due to downward vertical component of compression flange and upward vertical component of tension flange bending stress. The web must have sufficient vertical buckling strength to withstand this squeezing effect.

53.	What is the range of c to meet serviceability criteria when transverse and longitudinal stiffeners are provided at one level only, at 0.2d from compression flange and c/tw ≤ 250 εw ?(a) c < 0.74d(b) 0.74d ≤ c ≤ d(c) c ≥ d(d) c > 2dThe question was asked in a national level competition.The doubt is from Proportioning of Web & Flanges topic in section Gantry Girders, Design of Plate Girders & Industrial Buildings of Design of Steel Structures
Answer» Right option is (b) 0.74d ≤ c ≤ d To explain I WOULD say: For serviceability criteria, when transverse and longitudinal stiffeners are PROVIDED at one level only, at 0.2d from compression FLANGE d/tw ≤ 250 εw for 2.4d ≥c ≥ d, c/tw ≤ 250 εw for 0.74d ≤ c ≤ d and d/tw ≤ 340 εw for c < 0.74d, where c is clear distance between stiffeners and d is depth of web, εw = √(250/FYW), fyw is yield stress of web.

54.	The depth-to-thickness ratio of web when only transverse stiffeners are provided and c < 0.74d, where c is clear distance between stiffeners and d is depth of web is_____ to meet serviceability criteria(a) ≤ 200 εw(b) ≥ 270 εw(c) > 200 εw(d) ≤ 270 εwThe question was posed to me during an interview.This interesting question is from Proportioning of Web & Flanges topic in portion Gantry Girders, Design of Plate Girders & Industrial Buildings of Design of Steel Structures
Answer» The correct answer is (d) ≤ 270 εw To explain: For serviceability criteria, when only transverse STIFFENERS are provided, the depth-to-thickness ratio of web should be ≤ 270 εw when c < 0.74d and c/tw ≤ 200 εw, when 0.74d ≤ c ≤d, where c is clear DISTANCE between stiffeners and d is depth of web, εw = √(250/FYW), fyw is YIELD stress of web.

55.	Which of the statement is not true about intermediate stiffeners?(a) they reduce shear capacity of web(b) they improve shear capacity of web(c) they can be used to develop tension field action(d) their main purpose is to provide stiffness to the webThis question was addressed to me by my school teacher while I was bunking the class.My question is based upon Plate Girders & General Considerations in portion Gantry Girders, Design of Plate Girders & Industrial Buildings of Design of Steel Structures
Answer» Right answer is (a) they reduce shear capacity of web The best explanation: Intermediate stiffeners can be used to develop tension field ACTION and IMPROVE shear capacity of web. The main purpose of these stiffeners is to provide stiffness to the web RATHER than to resist the applied LOADS. Additional stiffeners called bearing stiffeners are provided at points of concentrated loads to protect the web from the direct compressive loads.

56.	Which of the following statement is correct for reducing web buckling due to diagonal compression?(a) not providing web stiffeners to increase shear strength(b) providing web stiffeners to reduce shear strength(c) increasing depth-to-thickness ratio(d) reducing depth-to-thickness ratioThis question was posed to me in homework.I need to ask this question from Plate Girders & General Considerations in chapter Gantry Girders, Design of Plate Girders & Industrial Buildings of Design of Steel Structures
Answer» Right choice is (d) reducing depth-to-thickness ratio To explain I would say: Diagonal compression causes web to buckle in the direction perpendicular to its action. This problem can be solved by any of the following WAYS : (i) reduce depth-to-thickness ratio of web such that problem is eliminated, (II) PROVIDE web stiffeners to form panels that would enhance shear strength of web, (iii) provide web stiffeners to form panels that would develop TENSION field action to resist diagonal compression.

57.	Which of the following is correct during tension field action?(a) web can resist diagonal compression(b) horizontal component of diagonal compression is supported by flanges(c) vertical component of diagonal compression is supported by flanges(d) vertical component of diagonal compression is supported by stiffenersI had been asked this question by my college director while I was bunking the class.My question is from Plate Girders & General Considerations in portion Gantry Girders, Design of Plate Girders & Industrial Buildings of Design of Steel Structures
Answer» Correct option is (b) horizontal component of diagonal COMPRESSION is supported by flanges For explanation: As web begins to buckle , the web loses its ability to resist diagonal compression. The diagonal compression is transferred to transverse stiffeners and flanges. The VERTICAL component of diagonal compression is supported by stiffeners and horizontal component is RESISTED by flanges. The web resists only diagonal tension and this behaviour of web is CALLED tension field ACTION.

58.	Which of the following causes web buckling in plate girder?(a) diagonal tension(b) diagonal compression(c) diagonal tension and diagonal compression(d) neither diagonal tension nor diagonal compressionI have been asked this question during an online interview.I would like to ask this question from Plate Girders & General Considerations topic in division Gantry Girders, Design of Plate Girders & Industrial Buildings of Design of Steel Structures
Answer» The correct choice is (b) diagonal compression The EXPLANATION is: The principal PLANES will be inclined to longitudinal AXIS of the member at high shear locations in the GIRDER web. Along the principal planes, the principal stresses will be diagonal tension and diagonal compression. Diagonal tension does not cause any problem but diagonal compression causes the web to buckle in the direction perpendicular to its ACTION.

59.	At high shear locations in the girder web, principal plane will be ______ to longitudinal axis of member(a) inclined(b) parallel(c) perpendicular(d) coincidesI have been asked this question during an interview.This interesting question is from Plate Girders & General Considerations in division Gantry Girders, Design of Plate Girders & Industrial Buildings of Design of Steel Structures
Answer» Correct option is (a) inclined Best explanation: At HIGH shear locations in the GIRDER web, USUALLY near supports and neutral axis, the principal planes will be inclined to longitudinal axis of the member. The principal STRESSES will be DIAGONAL tension and diagonal compression along the principal planes.

60.	The modes of failure of plate girder are(a) by yielding of compression flange only(b) by buckling of tension flange only(c) by yielding of tension flange and buckling of compression flange(d) by yielding of compression flange and buckling of tension flangeThis question was addressed to me by my college professor while I was bunking the class.This intriguing question originated from Plate Girders & General Considerations in section Gantry Girders, Design of Plate Girders & Industrial Buildings of Design of Steel Structures
Answer» Right answer is (c) by yielding of tension flange and BUCKLING of compression flange The best I can explain: The LIMIT states considered for plate GIRDER are yielding of tension flange and buckling of compression flange. The compression flange buckling can take place in various ways, such as VERTICAL buckling into the web or flange local buckling. Flange buckling can also be caused due to lateral-torsional buckling.

61.	An ideal bolted plate girder section consists of(a) flange angles and cover plates for both compression flange and tension flange(b) flange angles and cover plates for compression flange and only flange angle for tension flange(c) only flange angle for compression flange and flange angles and cover plates for tension flange(d) flange angles for both compression flange and tension flangeI got this question in class test.Origin of the question is Plate Girders & General Considerations in chapter Gantry Girders, Design of Plate Girders & Industrial Buildings of Design of Steel Structures
Answer» Right option is (b) FLANGE angles and cover plates for compression flange and only flange angle for tension flange Explanation: An ideal bolted plate GIRDER section consists of flange angles and cover plates for compression flange and only flange angle for tension flange. The VARIOUS elements of riveted/bolted/welded plate girder are : web plate, flange angles with or WITHOUT cover plates for riveted/bolted plate girder and only flange angles for welded plate girder, stiffeners – bearing, transverse and longitudinal, splices for web and flange.

62.	Which of the following is economical if depth is limited and loads are too large?(a) rolled section beam(b) truss girder(c) welded box plate girder(d) bolted box plate girderThe question was posed to me in my homework.This intriguing question originated from Plate Girders & General Considerations in section Gantry Girders, Design of Plate Girders & Industrial Buildings of Design of Steel Structures
Answer» The correct choice is (c) welded BOX PLATE girder The explanation: When the loads and span are large, plate girder sections either with riveted/bolted connections or welded connections may be provided. The number of flange plates can be increased DEPENDING UPON the MOMENT to be resisted. If depth is limited and loads are too large, welded box plate girder is provided. A box girder with riveted/bolted connections can b e provided but it is too costly as compared to welded one. Box girders have great resistance to lateral buckling.

63.	Bending resistance of plate girders can be increased by(a) decreasing distance between flanges(b) increasing distance between flanges(c) reducing distance between flanges to half(d) bending resistance cannot be increasedThe question was asked by my school teacher while I was bunking the class.My question is based upon Plate Girders & General Considerations topic in chapter Gantry Girders, Design of Plate Girders & Industrial Buildings of Design of Steel Structures
Answer» CORRECT answer is (b) increasing distance between flanges The BEST explanation: Plate girders are built-up flexural MEMBERS. Their BENDING resistance can be increased by increasing the distance between flanges. This also increases the shear resistance as WEB area increases.

64.	Why plate girder is preferred over truss girder?(a) plate girder requires costly maintenance(b) higher vertical clearance required for plate girder than truss girder(c) cost of fabrication of plate girder is high(d) cost of fabrication of truss girder is highThis question was addressed to me in homework.I'd like to ask this question from Plate Girders & General Considerations in chapter Gantry Girders, Design of Plate Girders & Industrial Buildings of Design of Steel Structures
Answer» Correct CHOICE is (d) cost of FABRICATION of truss girder is high Easy explanation: When load is heavier and span is also LARGE, EITHER plate girder or truss girder can be used. But, plate girder is preferred because of the disadvantages of truss girder. The disadvantages of truss girder are higher cost of fabrication and erection, problem of vibration and impact, requirements of higher vertical clearance and costly MAINTENANCE.

65.	A plate girder is used when(a) span is large and loads are heavy(b) span is small and loads are heavy(c) span is small and loads are light(d) span is large and loads are lightThe question was asked in an interview for internship.I want to ask this question from Plate Girders & General Considerations topic in chapter Gantry Girders, Design of Plate Girders & Industrial Buildings of Design of Steel Structures
Answer» Right answer is (a) span is large and LOADS are heavy The best I can explain: A plate girder is deep flexural member USED to carry loads that cannot be ECONOMICALLY carried by rolled beams. When load is heavier and span is also large, there are three options : i) two or more I0sections, CONNECTED APPROPRIATELY (ii) plate girder (iii)truss girder. Of the above alternatives, first is uneconomical. So, plate girder or truss girder can be used.Plate girder is used since cost of fabrication of truss girder is high.