GTU 2180610 Design of Steel Structures Summer 2026 Question Paper & PDF

Explain how wind loads on structural frames are determined as per IS:875 (Part 3), highlighting the influence of terrain category and topography.

Enlist the main advantages and limitations of the Limit State Design philosophy over the Working Stress Design method for steel structures.

A secondary beam section ISMB 300 is connected to the flange of a column section ISHB 200. Design a suitable bolted unstiffened seat connection to transfer a factored vertical shear reaction of 140 kN. Use Grade 4.6 bolts of 20 mm diameter.

Distinguish between the elastic section modulus Ze and plastic section modulus Zp. Calculate the shape factor for a triangular cross-section of base b and height h.

State the lower bound (static) and upper bound (kinematic) theorems of plastic collapse. Explain how a plastic hinge forms in a bending member.

Determine the plastic moment capacity (Mp) and plastic shape factor for an asymmetric built-up I-section with the following dimensions:

• •Top Flange: 240 mm X 16 mm
• •Bottom Flange: 160 mm X 12 mm
• •Web Plate: 350 mm X 10 mm Take yield stress fy = 250 MPa.

Explain the structural functions of longitudinal, plan, and diagonal bracing systems in industrial steel buildings.

Derive the collapse load for a continuous beam of two equal spans of length L loaded with a concentrated load W at the center of each span. The beam has a constant plastic moment capacity Mp.

Design a suitable angle section purlin for a roof truss with a span of 3.6 m. The pitch of the roof truss is 22°. The purlin is continuous over four supports and carries a working uniformly distributed load of 2.2 kN/m (excluding self-weight) acting perpendicular to the roof surface.

Discuss the minimum web thickness requirements of plate girders based on serviceability and buckling criteria as recommended by IS 800:2007.

Explain the ’Tension Field Method’ used to evaluate the shear capacity of a thin web in a plate girder.

Sizing and design a suitable cross-section (web depth, web thickness, flange width, and flange thickness) of a welded plate girder spanning 18 m. The girder is subjected to a factored uniformly distributed load of 65 kN/m over the entire span (inclusive of self-weight). Assume no intermediate transverse stiffeners are provided.

Explain the fundamental layout differences between ’through-type’ and ’deck-type’ pedestrian foot-over bridges with neat schematic sketches.

Discuss the structural layout and design criteria of the floor system (cross-beams and stringers) in an N-type pedestrian truss bridge.

Design a bottom chord tension member for a panel in a pedestrian bridge truss subjected to a factored tensile force of 380 kN. Use double angle sections placed back-to-back on either side of a 10 mm gusset plate. Design the bolted end connection using M20 bolts of Grade 4.6.