Beams · Steel Structures · GATE CE

The semi-compact section of a laterally unsupported steel beam has an elastic section modulus, plastic section modulus and design bending compressive stress of $$500\,\,c{m^3},\,\,650\,\,c{m^3}$$ and $$200$$ $$MPa,$$ respectively. The design flexural capacity (expressed in $$kNm$$) of the section is ___________________

A steel section is subjected to a combination of shear and bending actions. The applied shear force is $$V$$ and the shear capacity of the section is $${V_s}.$$ For such a section, high shear force (as per $$IS:800$$-$$2007$$) is defined as

A symmetric $${\rm I}$$-section (with width of each flange $$=50$$ $$mm$$, thickness of each flange $$=10$$ $$mm,$$ depth of web $$= 100$$ $$mm,$$ and thickness of web $$=10$$ $$mm$$ ݉݉) of steel is subjected to a shear force of $$100$$ $$kN.$$ Find the magnitude of the shear stress (in ܰ$$N/m{m^2}$$) in the web at its junction with the top flange. ___________

Which of the following is NOT correct for steel sections as per $$IS:$$ $$800-1984$$?

An unstiffened web $${\rm I}$$ section is fabricated from a $$10$$ $$mm$$ thick plate by fillet welding as shown in the figure. If yield stress of steel is $$250$$ $$MPa,$$ the maximum shear load that section can take is

When designing steel structures, one must ensure that local buckling in webs does not take place. This check may not be very critical when using rolled steel sections because

An $$ISMB$$ $$500$$ is used as a beam in a multi-storey construction. From the view point of structural design, it can be considered to be 'laterally restrained' when,

The problem of lateral buckling can arise only in those steel beams which have

A steel beam supporting loads from the floors slab as well as from wall is termed as

Allowable average shear stress in an unstiffened web for beams made of steel of grade $$250\,\,N/m{m^2}$$ is

The relevant cross-sectional details of a compound beam comprising a symmetric $${\rm I}$$-section and a channel section (with welded connections), proposed for a steel gantry girder, are given below (all dimensions are in $$mm$$)

$$(a)$$ Determine the depth of the centroidal axis $$\overline y $$ and the second moment of area, $${{\rm I}_{xx}}$$ and $${{\rm I}_{yy\,\,eff}}$$ of the compound section. For computing $${{\rm I}_{yy\,\,eff}}$$ include the full contribution of the channel section, but only the top flange of the $${\rm I}$$-section.

$$(b)$$ Determine the maximum compressive stress that develops at a top corner location on account of a vertical bending moment of $$550.0$$ $$kN$$-$$m,$$ combined with a horizontal bending moment of $$15.0$$ $$kN$$-$$m.$$

Two wheels, placed at a distance of $$2.5$$ $$m$$ apart, with a load of $$200\,\,kN$$ on each of them are moving on a simply supported girder ($${\rm I}$$-section) of span $$6.0$$ $$m.$$ The top and bottom flanges of the $${\rm I}$$-section are of $$200 \times 20\,\,mm$$ and the size of web plate is $$800 \times 6\,\,mm$$. If the allowable and average stresses are $$110\,MPa,$$ $$165$$ $$MPa$$ and $$100$$ $$MPa$$ respectively, check the adequacy of the section against bending and shear stress (self-weight of the girder, may be neglected)