Test 30 - Simple Steel Columns and Compression Members

Question 1 ప్రశ్న 1

Which statement correctly describes the current Indian-code framework for the design of ordinary structural-steel compression members?

A IS 456:2000 is the principal design code for steel columns B IS 800:2007 provides the currently published general steel-design provisions for compression members, including buckling-based Limit State design C Steel columns are designed only by Euler's elastic formula without code reduction factors D IS 808:2021 replaces IS 800 for the strength design of compression members

Question 2 ప్రశ్న 2

Which statement best distinguishes a column from the broader term compression member or strut?

A A column can carry only tension, whereas a strut carries compression B A strut must always be vertical, while a column must always be horizontal C A column is generally an upright member predominantly carrying compression, whereas a strut is a more general compression member that need not be vertical D There is no structural relationship between a column and a compression member

Question 3 ప్రశ్న 3

Why does IS 800 use buckling curves for ordinary hot-rolled and built-up steel compression members instead of treating them as perfectly straight ideal Euler columns?

A Because structural steel has zero elastic modulus in compression B Because residual stresses, initial bow and accidental load eccentricities influence practical buckling strength C Because Euler buckling applies only to reinforced concrete D Because every steel column fails solely by local flange yielding

Question 4 ప్రశ్న 4

What is the effective slenderness ratio of a steel compression member?

A A/KL B I/A C KL/r D r/KL

Question 5 ప్రశ్న 5

A compression member has the same effective length about both principal axes, with radii of gyration ry = 70 mm and rz = 40 mm. If both directions are otherwise governed by the same buckling class, which direction is more critical for flexural buckling?

A Buckling associated with rz = 40 mm B Buckling associated with ry = 70 mm C Both directions must have identical slenderness D The direction cannot depend on radius of gyration

Question 6 ప్రశ్న 6

According to IS 800, how is the actual length L of an ordinary compression member generally measured in the plane of the buckling deformation?

A Between the outside faces of its flanges B Between the centres of bolt holes in its end plate C As twice the clear unsupported dimension in all cases D Centre-to-centre of its intersections with the supporting members

Question 7 ప్రశ్న 7

A prismatic steel column acts as a cantilever: translation and rotation are restrained at its base and the top is completely free. If its unsupported length is 3.0 m, what effective length is given by the IS 800 idealized end-condition table?

A 1.95 m B 3.00 m C 6.00 m D 3.60 m

Question 8 ప్రశ్న 8

A prismatic compression member has both translation and rotation restrained at each end under the idealized IS 800 end conditions. If its unsupported length is 4.0 m, what effective length should be taken?

A 4.00 m B 2.60 m C 3.20 m D 4.80 m

Question 9 ప్రశ్న 9

A 4.0 m prismatic column has one end with translation and rotation restrained and the other end with translation restrained but rotation free. Using the IS 800 effective-length factor 0.8, and taking r = 40 mm about the governing axis, what is KL/r?

A 80 B 100 C 64 D 125

Question 10 ప్రశ్న 10

A steel column has effective length KL = 3.2 m. Its radii of gyration are ry = 65 mm and rz = 40 mm. Which set correctly gives the two slenderness ratios and the governing value, assuming no other buckling mode controls?

A 49.2 and 65.0; governing 65.0 B 80.0 and 49.2; governing 49.2 C 65.0 and 80.0; governing 65.0 D 49.2 and 80.0; governing 80.0

Question 11 ప్రశ్న 11

For a steel compression member with effective slenderness ratio KL/r = 100 and E = 2.0 × 10^5 MPa, what is the Euler buckling stress fcc = pi^2 E/(KL/r)^2?

A 98.7 MPa B 197.4 MPa C 250.0 MPa D 314.2 MPa

Question 12 ప్రశ్న 12

For the member in the previous question, take fy = 250 MPa and fcc = 197.4 MPa. What is the non-dimensional effective slenderness lambda = sqrt(fy/fcc)?

A 0.625 B 0.889 C 1.125 D 1.570

Question 13 ప్రశ్న 13

Which set correctly gives the IS 800 imperfection factors alpha for column buckling classes a, b, c and d respectively?

A 0.76, 0.49, 0.34, 0.21 B 0.21, 0.49, 0.34, 0.76 C 0.34, 0.21, 0.76, 0.49 D 0.21, 0.34, 0.49, 0.76

Question 14 ప్రశ్న 14

For otherwise identical material and slenderness, which IS 800 column buckling class generally provides the highest design compressive stress and which provides the lowest?

A Class a highest and class d lowest B Class d highest and class a lowest C Class b highest and class c lowest D All four classes give identical compressive strength

Question 15 ప్రశ్న 15

A rolled I-section has h/bf greater than 1.2 and flange thickness tf not exceeding 40 mm. According to IS 800 Table 10, which buckling classes apply about the z-z and y-y axes respectively?

A Class a about z-z and class b about y-y B Class b about z-z and class a about y-y C Class c about both axes D Class d about both axes

Question 16 ప్రశ్న 16

What buckling class does IS 800 Table 10 generally assign to channel, angle, T and solid sections for flexural compression-member design?

A Class a B Class b C Class c D Class d only

Question 17 ప్రశ్న 17

Which statement about hollow-section buckling classes in IS 800 Table 10 is correct?

A Both hot-rolled and cold-formed hollow sections are class d B Hot-rolled hollow sections are class a, while cold-formed hollow sections are class b C Hot-rolled hollow sections are class c, while cold-formed sections are class a D All hollow sections are automatically treated as built-up class c members

Question 18 ప్రశ్న 18

A class-c compression member has KL/r = 80, fy = 250 MPa, E = 2.0 × 10^5 MPa, alpha = 0.49 and gamma_m0 = 1.10. Using the IS 800 column-strength equation, what design compressive stress fcd is obtained approximately?

A 92.6 MPa B 118 MPa C 136 MPa D 150 MPa

Question 19 ప్రశ్న 19

A compression member has effective sectional area Ae = 6000 mm^2 and design compressive stress fcd = 136 MPa. What is its design axial compressive strength Pd = Ae fcd?

A 816 kN B 600 kN C 1360 kN D 227 kN

Question 20 ప్రశ్న 20

A factored axial compression of 900 kN is to be carried by a member for which the governing design compressive stress is fcd = 136 MPa. Ignoring other design constraints, what minimum effective sectional area is required?

A 5290 mm^2 B 6000 mm^2 C Approximately 6620 mm^2 D 9000 mm^2

Question 21 ప్రశ్న 21

Two trial steel columns have the same effective sectional area, yield stress, effective length and buckling class. Section X has minimum radius of gyration 40 mm, while Section Y has minimum radius of gyration 50 mm. Which is generally the better choice with respect to flexural buckling strength alone?

A Section X, because a smaller radius of gyration always increases buckling strength B Section Y, because its larger radius of gyration gives a smaller governing slenderness ratio C Both must have identical buckling strength because their areas are equal D Section X, because radius of gyration has no role in compression-member design

Question 22 ప్రశ్న 22

According to IS 800 Table 3, what is the maximum effective slenderness ratio for a member carrying compressive loads resulting from dead loads and imposed loads?

A 120 B 150 C 250 D 180

Question 23 ప్రశ్న 23

A member is subjected to compression only because of a load combination involving wind or earthquake action, and its deformation does not adversely affect stresses elsewhere in the structure. What maximum effective slenderness ratio is permitted by IS 800 Table 3 for this case?

A 250 B 180 C 300 D 400

Question 24 ప్రశ్న 24

Which statement correctly describes the IS 800 effective-length treatment of compression members in ordinary bolted, riveted or welded trusses and braced frames?

A Their effective length is always exactly 2.0 times the panel length in every direction B In-plane effective length may be taken as about 0.7 to 1.0 times the distance between connection centres depending on end restraint, while out-of-plane truss buckling is generally based on the distance between centres of intersection C Their effective length is always zero because the gusset plate provides full fixity D Their effective length depends only on gross cross-sectional area

Question 25 ప్రశ్న 25

How should a single-angle strut loaded in compression through only one leg generally be treated under the amended IS 800:2007 provisions?

A It is always designed as an ideal concentrically loaded class-a column B Its strength is calculated from gross-area yielding only and buckling is ignored C Its flexural-torsional buckling is evaluated using the special equivalent-slenderness procedure of Clause 7.5.1.2 and buckling curve c D Its design strength is obtained from the beam lateral-torsional buckling equation

Question 26 ప్రశ్న 26

For a compression member whose cross-section is semi-compact or better, which statement correctly describes the effective sectional area Ae under IS 800?

A Only one-half of the gross area may be used in every case B The gross sectional area is generally taken as the effective area, except that holes not filled by rivets, bolts or pins are deducted; Class 4 sections require the separate effective-section treatment C All bolt holes must be ignored even when they are empty D Effective area is always equal to net tensile area regardless of section classification

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