As per IS specification, the beam sections should be(a) not symmetrical about any principal axes(b) at least symmetrical about one of the principal axes(c) symmetrical about all principal axes(d) unsymmetrical about all principal axesThis question was posed to me during an internship interview.This question is from Beam Types and Sections in portion Design of Beams of Design of Steel Structures

As per IS specification, the beam sections should be(a) not symmetrica

1.	As per IS specification, the beam sections should be(a) not symmetrical about any principal axes(b) at least symmetrical about one of the principal axes(c) symmetrical about all principal axes(d) unsymmetrical about all principal axesThis question was posed to me during an internship interview.This question is from Beam Types and Sections in portion Design of Beams of Design of Steel Structures
Answer» The correct option is (b) at LEAST symmetrical about one of the PRINCIPAL axes To elaborate: The BEAM SECTIONS should be at least symmetrical about one of the principal axes as per IS SPECIFICATION. Angle and T-sections are inherently weak in bending while channels can only be used for light loads. Rolled I0section is generally preferred as beam.

Discussion

No Comment Found

Related InterviewSolutions

Which of the following are not correct regarding design of beams with openings?(a) diameter of circular opening should be restricted to 0.5D(b) for rectangular stiffened openings depth should be less than 0.7D and length less 2D(c) for rectangular unstiffened openings, depth should be less than 0.5D and length less than 1.5D(d) point load should be applied within a distance d from adjacent openingThis question was addressed to me in an interview for internship.My question is taken from Deflection & Holes in Beams in portion Design of Beams of Design of Steel Structures
Which of the following are correct regarding design of beams with openings?(a) web opening should be away from support by twice the beam depth(b) hole should be eccentrically placed in web(c) hole should not be placed within middle one third of the span(d) clear spacing between openings should be less than beam depthThis question was posed to me in an online quiz.This key question is from Deflection & Holes in Beams in section Design of Beams of Design of Steel Structures
The most critical location for failure due to web crippling is(a) flange cross section(b) middle of web(c) start of fillet(d) root of filletThe question was posed to me in an interview.Query is from Web Buckling & Crippling in portion Design of Beams of Design of Steel Structures
Which of the following is true?(a) web crippling is buckling of web caused by compressive force delivered through flange(b) web crippling is buckling of flange caused by compressive force delivered through web(c) web crippling is buckling of web caused by tensile force delivered through flange(d) web crippling is buckling of flange caused by tensile force delivered through webThe question was posed to me by my college director while I was bunking the class.My question is taken from Web Buckling & Crippling in portion Design of Beams of Design of Steel Structures
The effective depth when top flanges are restrained against rotation but not against lateral deflection is(a) 2d/3(b) 2d(c) d(d) d/2I have been asked this question in examination.This is a very interesting question from Web Buckling & Crippling topic in chapter Design of Beams of Design of Steel Structures
A beam can be subjected to which of the following shear?(a) longitudinal shear only(b) transverse shear only(c) longitudinal or transverse shear(d) beam is not subjected to shearThis question was posed to me by my school teacher while I was bunking the class.This interesting question is from Shear Strength of Beams in division Design of Beams of Design of Steel Structures
The value of fcr,b is given by(a) fcr,b = [1.1π^2E/(LLT/ry)^2]{1+1/20[(LLT/ry)/(hf/tf)]^2}(b) fcr,b = [1.1π^2E/(LLT/ry)]{1-1/20[(LLT/ry)/(hf/tf)]}(c) fcr,b = [1.1π^2E/(LLT/ry)^2]{1+1/20[(LLT/ry)/(hf/tf)]^2}^0.5(d) fcr,b = [1.1π^2E/(LLT/ry)^2]{1-1/20[(LLT/ry)/(hf/tf)]^2}^0.5This question was addressed to me by my college director while I was bunking the class.Query is from Design Strength of Laterally Unsupported Beams in section Design of Beams of Design of Steel Structures
Non-dimensional slenderness ratio is given by(a) λLT = √(βbZpfy/Mcr)(b) λLT = √(βbZpfyMcr)(c) λLT = √(βbZp/Mcr)(d) λLT = √(βbZpfy)I got this question in an international level competition.I want to ask this question from Design Strength of Laterally Unsupported Beams topic in chapter Design of Beams of Design of Steel Structures
The check for moment capacity of plastic section for V > 0.6Vd is given by(a) Mdv ≥ 1.2Zefy/γm0(b) Mdv ≤ 1.2Zefy/γm0(c) Mdv > 1.2Zefy/γm0(d) Mdv = 2.2Zefy/γm0The question was asked during an interview for a job.Enquiry is from Design Strength of Laterally Supported Beams topic in chapter Design of Beams of Design of Steel Structures
The value of β in equation of moment capacity of plastic section for V > 0.6Vd is given by(a) ([Vd/V] -1)^2(b) (2[Vd/V] +1)^2(c) (2[Vd/V] -1)^2(d) (2[Vd/V] -1)I had been asked this question in homework.Question is taken from Design Strength of Laterally Supported Beams in division Design of Beams of Design of Steel Structures

Discussion

No Comment Found

Related InterviewSolutions

Reply to Comment