JNTU
JNTU B.Tech III STEEL STRUCTURES DESIGN AND DRAWING Previous Question Paper (December - 2018 - R15)
Note: This question paper contains two parts A and B. Part A is compulsory which carries 25 marks. Answer all questions in Part A. Part B consists of 5 Units. Answer any one full question from each unit. Each question carries 10 marks. Use of IS 800-2007 and steel tables is allowed.
Part A
What are the various types of structural steel sections.
Answer
Structural steel sections are primarily classified as hot-rolled sections (such as I-beams, channels, angles, T-sections, and hollow sections) and cold-formed light gauge sections. They are also categorized based on geometry into open sections (I, C, L, T) and closed sections (circular, square, or rectangular hollow sections).
How is the net effective area of a double angle used as a tension member calculated.
Answer
The net effective area (Ae) of a double angle tension member connected to a gusset plate is calculated as: Ae = A1 + A2k, where A1 is the net area of the connected leg, A2 is the gross area of the outstanding leg, and k is a reduction factor given by 3A1 / (3A1 + A2).
Define slenderness ratio and classify the columns based on slenderness ratio.
Answer
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Give the difference between slab base and gusseted base for steel columns.
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What is web crippling?
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What is a built up section. When will you go for built up sections?
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Write down the interaction equation.
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Draw the sketch of bolted bracket connection.
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Name the components of plate girder.
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Why are intermediate stiffeners required for plate girders?
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Part B
A groove weld is to connect two plates 180 mm × 18 mm each. Determine the design bending strength of the joint, if it is subjected to a moment of 16 KN-m. Determine the adequacy of the joint if the shear force at the joint is 200 KN. Assume the welds to be of double-U shop welded.
Answer
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Design tie member of a roof truss to carry a load of 75 KN using a single angle. Length of the member between the nodal points is 1.2 m. Design a suitable weld to connect the member to a gusset plate of 6 mm thick.
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Design a built up column of two channels placed toe to toe. The effective length of the column is 5 m. The column carries an axial load of 2000 KN. Also design the lacing system. Sketch the sectional elevation and plan.
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Design a slab base for a column ISHB 300 @ 577 N/m carrying an axial factored load of 1000 KN. M20 concrete is used for the foundation. Provide welded connection between column and base plate. Sketch the column base. Sketch the sectional elevation and plan.
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Design a simply supported plate rolled steel beam section to carry a uniformly distributed load of 50 KN/m inclusive of self weight. Effective span of the beam is 6m. The depth of the beam is not to exceed 450 mm. The compression flange of the beam is laterally supported. Sketch the sectional elevation and plan.
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Design a channel section purlin for a trussed roof for the following data: Span of roof = 20 m. Height of truss = 5 m. Spacing of trusses = 4.5 m. Weight of sheeting including bolts = 171 N/m2. Live load = 0.4 KN/m2. Wind load = 1.2 KN/m2 suction. Spacing of purlins = 1.4 m. Sketch the details of the roof.
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An ISLB 300 carrying udl of 50 KN/m has effective span of 8 m. This is to be connected to the web of girder ISMB 450. Design the framed connection using 20 mm black bolts.
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Design a stiffened seat connection for an ISMB 350 @ 514 N/m transmitting an end reaction of 320 KN due to factored loads to a column section ISHB 300 @ 576.8N/m. The steel is of grade Fe410 and bolts of grade 4.6.
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Design a welded plate girder spanning 25 m and supporting a uniformly distributed load of 150 KN/m and two concentrated loads of 300 KN at one third points. Draw the cross section and longitudinal elevation of plate girder.
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A welded plate girder is made up of 2500 × 12 mm web plate, flange plate of 500 × 50 mm. The girder has a span of 40 meters. It carries a load of 50 KN/m inclusive self weight over the span. Design the intermediate stiffener. Draw the cross section and longitudinal elevation of plate girder.
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