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Metal

A detailed illustration of structural steel components, including I-beams, trusses, and connections, set against a construction site backdrop, with construction workers analyzing plans and designs.

Mastering Structural Steel: The Ultimate Quiz

Test your knowledge and understanding of structural steel concepts with our comprehensive quiz designed for professionals and students alike. Dive into 48 challenging questions covering various aspects of steel design, stability, and construction techniques.

Discover your strengths and areas for improvement in:

Steel cross-section analysis
Weldability and joint performance
Instability modes in structural elements
Plastic and elastic analysis

48 Questions12 MinutesCreated by CalculatingBeam47

Length of elements, when there are no problems with transport are:

10m for road 16 for rail

12m for road and 16 for rail

14m for road and 20 m for rail

12 m for road and 18 for rail

10m for road and 16 m for rail

Taking into consideration: (weather impact), (workers qualifications), (connection between steel and masonry), (destruction of anticorrosion protection), (complicated elements position); welded joint is easier than bolted one, because:

(complicated elements position), (weather impact)

(weather impact), (workers qualifications)

(destruction of anticorrosion protection), (workers qualifications)

(complicated elements position)

(connection between steel and masonry), (weather impact)

For steel members, dangerous is corrosion:

It depends in environmental class

Physical

Chemical

Biological

Every answer is true

If no bracing are applied, lateral buckling could occurs, when:

Bending of I-beam

Bending of circular hollow section

Axial compression of L-section

Bending of square hollow section

Bi-axial bending of square hollow section

Difference between steel cross-sections of III and IV classes is:

Elastic behaviour for both class, effective geometry for VI class only

Value of bending moment resistance only

Total geometry of cross-section for flexural buckling in III class, effective geometry for flexural buckling in IV class

Elastic behaviour for both class, two various values for axial force resistance only

Plastic behaviour for III class, elastic for IV class

In case of hot-rolled I-beam under continuous load, must be checked:

Class of cross-section, shear resistance, bending resistance, flexural buckling, deflection

Class of cross-section, interaction shear-bending, lateral buckling, deflection

Class of cross-section, shear resistance, bending resistance, lateral buckling, deflection

Class of cross-section, shear resistance, bending resistance, interaction shear bending, lateral buckling, deflection

Class of cross-section, shear resistance, bending resistance, interaction shear-bending, torsional buckling, deflection

The most often cases of cooperation between corrugated sheet and purlin are:

Protection against flexural buckling

Protection against lateral buckling

Transmission of loads between purlins

Taking cooperation sheet-purlin into consideration is not recommended

Protection against flexural buckling and lateral buckling

Calculation of resistance for filled and butt welds:

Must be made for filled welds only

Is difference because of various safety factors only

Must be made for butt welds always and for filled welds in specific cases

Must be made for butt welds only

Must be made for filled welds always and for butt welds in specific cases

Equivalent forces for steel column in steel hall are calculated based on:

Sway imperfections and type of instability

Both type of imperfections and second order effects

Sway and bow imperfections only

Sway imperfections and second order effects only

Type of instability and second order effects

Imperfections are analysed, among others, as:

Equivalent bow or equivalent sway of element

Specific loads for equivalent bow or equivalent sway of element

Equivalent bow of element

Specific loads depends on geometry of cross-section only

Equivalent sway of element

Roof horizontal upper transversal bracing bars make impact on:

Lateral buckling of roof girder only

Lateral buckling of roof girder and flexural buckling or roof girder in direction perpendicular to girder plane

Flexural buckling of roof girder only

It depends in type of roof girder (I-beam/ truss)

Every mode of instability

During calculation of transversal horizontal bracings, important are:

Secondary effects from wall bracings

No answer is true

Lateral buckling of bracing bras

Imperfections of roof girders and its flexural buckling

Imperfections of bracing bars and its flexural buckling

�’Weldability’’ is related to:

Every answer is true

Risk of cracking in welds

Decision about type of welding process

Type of cross-section of connected members

Requirement of quality level of welds

Correct order of calculation for effective geometry if IV class of steel cross-section is

Reduction of compressed flange, shear lag effect, reduction of compressed part of web

No answer is true

Welds impact analysis, shear lag effect, reduction of compressed flange, reduction of compressed part of web

Welds impact analysis, reduction of compressed flange, reduction of compressed part of web

Shear lag effect, reduction of compressed part of web, reduction of compressed flange

Component method is:

Applicated to specific structures only

Division of joint into sub-parts for calculation of its resistance only

Division of joint into sub-parts for calculation of its stiffness and resistance

Division of joint into sub-parts for calculation of its stiffness only

Division of structure onto joints and members

Truss joint destruction mode is NOT

Chord shear failure, chord face failure, punching shear

No answer is true

Chord face failure, chord shear failure, chord wall failure

Chord wall rupture, chord face failure, punching shear

Punching shear, local buckling, chord wall failure

In case of steel supporting structure for power generator, the best solution for shear bolted joint will be:

It depends on consequence class

Bolted joint category B

Each bolted joint category is possibl

Bolted joint category C

Bolted joint category A

During analysis of stiffness and resistance of joint

Column web is neglected for stiffness, is important for resistance only

Each sub-parts are analysed in the same way

Column flange and shanks of bolts are analysed separately for stiffness, and as one common part for resistance

Beam web and beam flange under compression are analysed separately for stiffness and as one common part for resistance

Column web under compression and beam flange under compression are analysed separately for stiffness and as one common part for resistance.

For tension bolted joint beam-column, difference between category of bolted joint D and E:

Every answer is true

Is important for shear force

No makes impact on stiffness of joint

Comes from static and dynamic loads and actions, applied to structure

No makes difference for bending moment resistance of joint

Types of plastic analysis of frames are:

For members: elastic-plastic, rigid plastic; for joints: elastic-plastic, rigid plastic

For members: elastic-plastic, non-linear, rigid plastic; for joints: elastic-plastic, non-linear plastic, rigid plastic

For members: elastic-plastic, rigid plastic; for joints: elastic-plastic, non-linear plastic, rigid plastic

) For members: elastic-plastic, non-linear plastic, rigid plastic; for joints: elastic-plastic, rigid plastic

No answer is true

Analysis of stiffness of joint is:

Comparison between local stiffness of joint and global stiffness of joint

Comparison between global stiffness of structure and constant factor of stiffness

Comparison between local stiffness of joint and constant factor of stiffness

No answer is true

Comparison between local stiffness of joint and global stiffness of structure

Important differences between beam of IV class of cross-section and beams of other classes are:

Necessity of analysis global models if instability for resistance of stiffeners

Nonlinear analysis of interactions of cross-sectional forces and specific analysis of flexural buckling

Every answer is true

Specific local buckling of web and no influence of axial force on resistance

Necessity of specific analysis f axial force and shear force

Difference between I and II class of cross-section is:

Plastic behaviour for I, elastic for II

Various ways for shear force resistance

Resistance for axial force is the same, but value of actual axial force is calculated according to two various ways

Resistance for bending moment is the same, but value of actual bending moment is calculated according to two various ways

Every answer is true

Important assumption for plastic analysis of frame is:

No plastic hinges in joints

Good protection of members against instability

Application of semi rigid joints first of all

No vertical axis of symmetry for members cross-sections

Application of welded I-beams first of all

For I-beams, the most often case is:

Welded-I or II class of cross-section, hot rolled III or IV class of cross-section

IV class of cross-section is accepted for cross-section other than I-section only

Cross-section class comes from consequence class

No answer is true

Welded III or IV class of cross-section, hot rolled I or II class of cross-section

Modes of instability for column in steel hall are:

No answer is true

Flexural buckling in plane of frame, lateral buckling and interaction of both only

Flexural buckling in- and out of plane of frame only

Flexural buckling in plane of frame and lateral buckling only

Flexural buckling in plane of frame, torsional buckling and flexural-torsional buckling only

Relation between sway imperfection and second order effects is:

Second order effects come from sway imperfection

Second order effects are specific type of sway imperfection

There are two separated phenomena

Sway imperfection come from second order effects

No answer is true

For tension bolted joint beam-column, resistance of joint does NOT depend on:

Diagonal stiffeners, number of storeys, dimensions of haunched beam

Column web thickness, number of bays, thickness of welds

Every answer is true

Number and diameters of bolts, length of column

Critical length of column, span of beam, thickness of welds

Stiffness of joint make impact on

Checking of resistance of joints and elements only

Checking of resistance of joints only

Checking of resistance of joint and resistance and stability of elements

No answer is true

Increasing consequence class form CC2 to CC3 makes:

Decreasing safety level of structure

Allowing bigger values of geometrical imperfections

Necessity to apply higher grade of steel

Increasing safety level of structure

Admission of dynamic actions

For steel structures, into consideration must be taken

Geometrical imperfections only

Structural imperfections only

Structural imperfections, geometrical imperfections, manufacturing imperfections, erection imperfections

Structural imperfections are taken into consideration for concrete structures only

Structural imperfections, geometrical-manufacturing imperfections, geometrical-erection imperfections

The best solution for bolted joint is:

Bolted join category C, grade of bolt A, friction class D

Bolted join category E, grade of bolt C, friction class D

Bolted join category D, grade of bolt C, friction class C

Bolted join category C, grade of bolt C, friction class D

For checking of vertical stiffeners resistance, important are:

Load on beam, stiffener imperfections, web of beam imperfections

Load on beams, type of welds, stiffener imperfections

Load on beam, beam class of cross-section, stiffener imperfections

Beam class of cross-section, load on beam, stiffener imperfections

Load on beam, bow imperfection of beam, stiffener imperfections

Second order effects in calculation of steel columns:

Allow to define type of frame: sway or non-sway and additional equivalent forces

No answer is true

Allow to define only additional equivalent forces

Allow to define only type of frame: sway or non-sway

Could be neglected in case of multistorey frames

Requirements for bolted joint category C are:

Satisfied: bearing resistance, slip-resistant, punching resistance and netto cross-section resistance

Satisfied: bearing resistance, slip-resistance and punching resistance

Satisfied: bearing resistance, shear resistance, slip-resistant and netto cross-section resistance

Satisfied: shear resistance, punching resistance and netto cross-section resistance

No answer is true

Selected of type of beam-column support does NOT effect of analysis:

Column cross-section moment of inertia

Span of beam

Column class of cross-section

No answer in true

Proportion of Young moduluses beam to column

Truss with hinge joints could be made as:

Chords are I-beams of II class of cross-section, web members are square hollow sections of II class of cross-section

Every answer is true

Chords are square hollow sections of II class of cross-section, web members are I-beam of II class of cross-section

Every members are I-beams of I class of cross-section

Every members are circular hollow section of III class of cross-section

Resistance of column hinge base does NOT depend on:

Thickness of base plate

Concrete base strength

Column cross-section

Dimension of base plate

Position of anchor bolts

Cross- section class impact on resistance of cross-section is among others:

Differentiation of resistance for axial force and shear fore only

Differentiation of resistance for axial compressive and tensile forces only

Differentiation between IV and other classes for axial force

Differentiation between I, II, III and IV classes for bending moment resistance only

Differentiation between IV and other classes for bending moment resistance only

Static schemes of trusses, taken into consideration in dependence of elements’ characteristics, are:

Truss with continuous chords – truss with hinge joints

Truss with hinge joints only

Truss with continuous chords – truss with semi-rigid joints – truss with hinge joints

No answer is true

Frame with rigid joints – truss with continuous chords – truss with hinge joints

Cross-section class depends on:

Slenderness on cross-section sub-parts

Slenderness of cross-section sub-parts and grade of steel only

No answer is true

Diagram of stresses only

Slenderness of cross-section sub-parts and diagram of stresses only

Critical length factors for I-column in steel hall could be:

Always not bigger than 1

Bigger than 2 for flexural buckling in direction perpendicular to plane of frame

Bigger than 2 in both directions

Always not bigger than 2

Bigger than 2 for flexural buckling in plane of frame

Local stiffness of joint for tension bolted joint beam-column does NOT depend on

Every answer is true

Diagonal stiffeners, number of storeys, dimensions of haunched beam

Critical length of column, span of beam, thickness of welds

Column web thickness, number of bays, thickness of welds

Number and diameter of bolts, length of column

Welding imperfections in value permitted by appropriate EXC structure:

Make easy loss of stability for element

In permitted value make no impact for element

No answer is true

Decrease fatigue resistance of element

Decrease resistance for bending moment only of element

In case of application compressive axial force only for bar, could be

Lateral buckling only

Flexural buckling about weak axis, torsional buckling

Flexural buckling about weak axis only

Lateral buckling and flexural-torsional buckling only

Flexural-torsional buckling named lateral buckling

Thanks to Cauchy hammer test we can determine: (Charpy)

Susceptibility to brittle cracking

Dynamic resistance

Yield strength

Fatigue resistance

Weldability

Difference between local stiffness of joint and global stiffness of joint is:

Global is completely not important

Local is important for type of joint (rigid, semi-rigid, hinge), global defines critical length of elements

Local is important for type of joint (rigid, semi-rigid, hinge), global one is important for its resistance

No answer is true

Type of joint (rigid, semi-rigid, hinge) comes from proportion between both stiffness

Data presented on sigma-epsylon relationship are:

1 – Young modulus, 2 – yield strength, 3 – Kirchhoff modulus

Tg(1) – Young modulus, 2 – yield strength, 3 – ultimate strength, 4 – Kirchhoff modulus

Tg(1) – Young modulus, 2 – yield strength, 3 – ultimate strength

Tg(1) – Young modulus, 2 – yield strength, 3 – ultimate strength, 4 – Kirchhoff modulus

1 – Young modulus, 2 – yield strength, 3 – ultimate strength

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