Test 34 - Plate Girders

Question 1 ప్రశ్న 1

Which statement correctly describes the current Indian-code basis for ordinary structural-steel plate-girder design?

A IS 800:2007, with its applicable amendments, remains the published general steel-design code; the fourth revision is still a finalized draft rather than the operative replacement B The 2025 draft fourth revision automatically superseded IS 800:2007 when circulated for comments C Plate girders are designed only by IS 456:2000 D IS 808:2021 is the strength-design code for plate girders

Question 2 ప్రశ్న 2

In a conventional welded I-shaped plate girder carrying major-axis bending and vertical shear, which statement best describes the structural roles of the flanges and web?

A The flanges resist a major part of the longitudinal bending forces, while the web carries a major part of the vertical shear, although both remain parts of the complete section B The web carries all bending and the flanges carry no longitudinal force C The flanges carry all shear and the web is only a spacer with no structural role D Only the web-to-flange welds resist the applied bending moment

Question 3 ప్రశ్న 3

Which situation most reasonably favours a fabricated plate girder over a single available rolled beam section?

A When the required bending strength, shear capacity, stiffness or depth cannot be provided economically by a standard rolled section B Whenever the span is less than 1 m, regardless of loading C Only when the beam carries no shear force D Whenever fabrication and welding are prohibited

Question 4 ప్రశ్న 4

In a simplified plate-girder flange-force estimate, the web contribution to bending is neglected and the compression and tension flange resultants are separated by 1.6 m. If the design bending moment is 2400 kN·m, what axial force magnitude is required in each flange?

A 750 kN B 1200 kN C 1500 kN D 3840 kN

Question 5 ప్రశ్న 5

For the simplified flange force of 1500 kN in the previous question, take fy = 250 MPa and gamma_m0 = 1.10, and assume the required flange area may be estimated from the design stress fy/gamma_m0 with local buckling and other effects checked separately. What flange area is required?

A 4400 mm^2 B 5500 mm^2 C 6600 mm^2 D 8250 mm^2

Question 6 ప్రశ్న 6

A welded I-shaped plate girder has clear web depth d = 1500 mm and web thickness tw = 10 mm. What effective shear area Av is used for major-axis shear under the IS 800 welded-I-section rule?

A 5000 mm^2 B 10000 mm^2 C 15000 mm^2 D 30000 mm^2

Question 7 ప్రశ్న 7

For the web in the previous question, take fyw = 250 MPa and gamma_m0 = 1.10. If shear yielding governs and web shear buckling does not, what design plastic shear strength Vd = Av fyw/(sqrt(3) gamma_m0) is obtained?

A 1136 kN B 1705 kN C Approximately 1968 kN D Approximately 2273 kN

Question 8 ప్రశ్న 8

For an unstiffened steel web, when does IS 800 require resistance to shear buckling to be explicitly verified?

A When d/tw exceeds 67 epsilon_w B Only when d/tw exceeds 400 epsilon_w C Whenever d/tw is less than 20 D Only when the web carries no shear

Question 9 ప్రశ్న 9

A plate-girder web has d = 1500 mm, tw = 10 mm and fyw = 250 MPa. Taking epsilon_w = sqrt(250/fyw) = 1.0, what conclusion follows from the IS 800 shear-buckling trigger?

A d/tw = 50, so no shear check is needed B d/tw = 67, so the web is exactly at the limit C d/tw = 150, which exceeds 67, so shear-buckling resistance must be evaluated D d/tw = 150, but shear buckling can be ignored because the web is welded

Question 10 ప్రశ్న 10

A web connected to flanges along both longitudinal edges has no transverse stiffeners, d = 1800 mm, tw = 8 mm and fyw = 250 MPa. Using the IS 800 serviceability limit d/tw not exceeding 200 epsilon_w, what is the correct conclusion?

A d/tw = 180 and the limit is satisfied B d/tw = 200 and the web is exactly at the limit C d/tw = 225 and the unstiffened-web serviceability limit is not satisfied D d/tw = 250 and the limit is satisfied

Question 11 ప్రశ్న 11

For a transversely stiffened web panel with stiffener spacing c such that c/d = 0.75, what shear-buckling coefficient Kv is obtained from Kv = 4.0 + 5.35/(c/d)^2?

A 7.13 B 9.35 C Approximately 13.51 D Approximately 17.07

Question 12 ప్రశ్న 12

A stiffened web has c/d = 1.5, d/tw = 160, E = 2.0 × 10^5 MPa and Poisson's ratio mu = 0.30. Using Kv = 5.35 + 4.0/(c/d)^2 and tau_cr,e = Kv pi^2 E/[12(1 - mu^2)(d/tw)^2], what elastic critical shear stress is obtained approximately?

A 25.2 MPa B Approximately 50.3 MPa C 96.2 MPa D 144.3 MPa

Question 13 ప్రశ్న 13

For fyw = 250 MPa and elastic critical shear stress tau_cr,e = 50.33 MPa, what non-dimensional web slenderness lambda_w = sqrt[fyw/(sqrt(3) tau_cr,e)] is obtained?

A 0.59 B 0.80 C 1.20 D Approximately 1.69

Question 14 ప్రశ్న 14

A web has d = 1200 mm, tw = 10 mm, fyw = 250 MPa, gamma_m0 = 1.10 and non-dimensional web slenderness lambda_w = 1.0. Using the simple post-critical relation tau_b = [1 - 0.8(lambda_w - 0.8)]fyw/sqrt(3) and Vd = d tw tau_b/gamma_m0, what design shear strength is obtained?

A Approximately 866 kN B Approximately 1102 kN C Approximately 1323 kN D Approximately 1575 kN

Question 15 ప్రశ్న 15

Which statement correctly describes the IS 800 simple post-critical method for plate-girder web shear buckling?

A It may be used for I-section girder webs with or without intermediate transverse stiffeners, provided transverse stiffeners are present at the supports B It may be used only when the web has no support stiffeners C It requires every web panel to develop full tension-field action D It is applicable only to solid rectangular bars without a web

Question 16 ప్రశ్న 16

Which set of conditions is essential for using the IS 800 tension-field method for a plate-girder web panel?

A Intermediate transverse stiffeners and support stiffeners are provided, the required anchorage is available from adjacent panels or end posts, and the applicable panel satisfies c/d not less than 1.0 B No transverse stiffeners are permitted anywhere in the girder C The web must have d/tw less than 20 D The flanges and end posts are assumed unable to anchor any post-buckling force

Question 17 ప్రశ్న 17

A plate girder has design shear strength Vd = 1200 kN. Above what factored shear does the usual IS 800 high-shear interaction with bending become relevant?

A 480 kN B 600 kN C 720 kN D 1200 kN

Question 18 ప్రశ్న 18

What is the physical meaning of tension-field action in a slender plate-girder web after initial shear buckling?

A The buckled web can develop a diagonal tensile membrane field anchored by the surrounding flanges and stiffeners, providing post-buckling shear resistance B The web immediately loses all shear resistance at the instant of elastic buckling C Only the compression diagonal of the web carries post-buckling force D Tension-field action means that the flange welds are no longer required

Question 19 ప్రశ్న 19

What is the primary purpose of an intermediate transverse web stiffener in a slender plate girder when it is not carrying an external concentrated load?

A To subdivide the web into panels and improve its resistance to shear buckling B To replace the tension flange entirely C To increase the yield stress of the web material D To carry the whole bending moment as an isolated column

Question 20 ప్రశ్న 20

Which statement correctly distinguishes load-carrying stiffeners from bearing stiffeners in the IS 800 plate-girder provisions?

A Load-carrying stiffeners address local web buckling under concentrated force, while bearing stiffeners address local crushing or bearing capacity of the web at a concentrated load or reaction B Bearing stiffeners resist only global lateral-torsional buckling and never local web effects C Load-carrying and bearing stiffeners are decorative and have no calculated function D Both terms refer only to longitudinal stiffeners near the neutral axis

Question 21 ప్రశ్న 21

A support reaction applied through the flange is 900 kN, while the calculated local bearing capacity of the unstiffened web at that location is 620 kN. What is the appropriate design conclusion?

A No further check is needed because 620 kN is close to 900 kN B A bearing stiffener or another adequate load-transfer arrangement is required because the applied force exceeds the local web bearing capacity C The reaction should simply be reduced to 620 kN in the analysis D Only the flange area needs to be increased because web bearing is irrelevant

Question 22 ప్రశ్న 22

An intermediate transverse web stiffener has actual length L = 1600 mm between the relevant flange regions. What effective length is used for its IS 800 buckling-resistance calculation?

A 800 mm B 960 mm C 1120 mm D 1600 mm

Question 23 ప్రశ్న 23

What is required when a flange plate in a plate girder is curtailed at a theoretical cut-off point?

A It may terminate exactly at the theoretical point without any further connection B It must extend beyond the theoretical cut-off point, and the bolts, rivets or welds in that extension must be sufficient to develop the plate force corresponding to the girder moment at the theoretical cut-off section C It must always extend to both supports regardless of stress requirements D The web must be cut off at the same location as the flange plate

Question 24 ప్రశ్న 24

A symmetric welded plate girder has a 1200 mm × 10 mm web and two 300 mm × 20 mm flange plates placed directly above and below the web, giving an overall depth of 1240 mm. What is its elastic major-axis section modulus approximately?

A 4.76 × 10^6 mm^3 B 7.20 × 10^6 mm^3 C Approximately 9.53 × 10^6 mm^3 D Approximately 11.81 × 10^6 mm^3

Question 25 ప్రశ్న 25

At a section of a welded plate girder, the vertical shear is V = 600 kN, the first moment of one flange area about the neutral axis is Q = 4.0 × 10^6 mm^3, and the girder moment of inertia is I = 6.0 × 10^9 mm^4. Using q = VQ/I, what total longitudinal shear flow must the web-to-flange connection transfer, and what is the demand per weld line if two identical weld lines share it equally?

A 200 N/mm total and 100 N/mm per weld line B 400 N/mm total and 200 N/mm per weld line C 600 N/mm total and 300 N/mm per weld line D 800 N/mm total and 400 N/mm per weld line

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