1.a. Explain modes of failures in compression member with sketch.

1.b. Determine design tensile strength of an ISA 125 x 95 x 10 @16.5 $\mathrm{kg} / \mathrm{m}$ in which longer leg connected to the gusset plate of thickness 12 mm by 3 number of M20 black bolts of 4.6 grade.

2.a. Why partial safety are used in LSM instead of factor of safety.

2.b. Check the adequacy of an ISA 90 x 60 x 6 @6.8 $\mathrm{kg} / \mathrm{m}$ to carry factored axial tensile load of 150 kN for yielding and block shear only. Assume angle is connected to 8 mm thick gusset plate by 4 numbers of M20 bolts.

3.a. A 5 m long column is effectively held in position at both ends and restrained against rotation rotation at one end. If an ISHB 350 @ 67.4 $\mathrm{kg} / \mathrm{m}$ is used, Calculate design compressive strength.

3.b. Define a beam-column member with suitable examples and draw with the sketches.

4. Design the slab base for a column ISMB 350 @ 66.1 $\mathrm{kg} / \mathrm{m}$ supporting a factored axail compression of 1200 kN. Considered grade of concrete as M20. Take Width of base plate as 410 mm.

5. Calculate the safe uniformly distributed load over a laterally unsupported beam ISMB 400 @ 61.6 $\mathrm{kg} / \mathrm{m}$ for an effective length of 5m. Also check the serviceability.

6.a. Explain modes of failure in Beams.

6.b. Design a laterally supported beam of effective span 6 m for the following data:

i) factor moment M = 120 $\mathrm{kNm}$

ii) factor shear force V = 200 kN

7.a. Explain types of beam to beam to column connections with suitable sketches.

7.b. Design a bolted stiffened seat connection for the factored beam end reaction 120 kN. The beam section is ISMB 250 @ 37.3 $\mathrm{kg} / \mathrm{m}$ connected to the flange of the column section ISHB 200 @ 37.3 $\mathrm{kg} / \mathrm{m}$.

8. A simply supported welded plate girder of an effective span of 30 m subjected to factored uniformly distributed load 60 $\mathrm{kN} / \mathrm{m}$ throughout the span including the self weight of plate girder. Assume compression flange laterally supported throughout the span of and yield stress of steel is 250 MPa. Design cross section of plate girder, stiffeners and connections. Draw sectional plan and elevation.

9. Determine the maximum wheel load, shear force and bending moment for the gantry girder as per the following data. Design the section and check for moment capacity of the section.

Weight of the crane girder: 150 kN, crane capacity : 180 kN, weight of crab and motor: 50 kN, span of crane girder:15 m, minimum hook approach: 1.2 m, centre to centre distance between gantry column: 5 m, Weight of rail: 0.25 $\mathrm{kN} / \mathrm{m}$

10. A truss shown in Fig. 10 is used for an industrial building situated at Pune is covered with GI sheets.Determine the panel point dead, live, and wind load. Design the members . Assuming $\mathrm{P}_{z}=1000 \mathrm{kN} / \mathrm{m}^{2} \quad \mathrm{F}_{x}=250 \mathrm{MPa}$.Draw the sketches.