STUPIDSID
1 (a)
A beam of ISMB 400 @ 61.6 kg/m is connected to the flange of a stanchion ISHB 400 @ 77.4 kg/m by framed connections using 2 ISA 90×90×8mm angles. Five bolts of 20mm dia are used to connect the angles and web of ISMB 400 @ 61.6 kg/m 12 bolts of 20 mm dia are used to connect the angle and column ISHB 400 @ 77.4 kg/m. Draw to a suitable scale:
i) Sectional plan
ii) Any two views showing cross section details.
i) Sectional plan
ii) Any two views showing cross section details.
15 M
1 (b)
Draw to a suitable scale elevation (front view) and end view (side view) of a beam column connection for an exterior column at the floor level in a steel framed structure if the column is ISHB 200, br= 200 mm, ty=9.0 mm, tw=6.5 mm. Three beams of ISLB 350, br=165 mm, ty=11.4 mm, tw=7.4 mm. Web cleat angle is ISA 75 × 75 × 8 mm of suitable length. Adopt 16 mm bolts, suitable numbers judicially.
15 M
2 (a)
Draw the front elevation and side elevation to a column splicing arrangement for the following data:
i) Column →ISHB 300 @58.8 kg/m
ii) Cover plates → 420×250×6mm
iii) Bolts ? 20 ϕ @ 70mm C/C
iv) Web splice plate - 12 mm thick.
i) Column →ISHB 300 @58.8 kg/m
ii) Cover plates → 420×250×6mm
iii) Bolts ? 20 ϕ @ 70mm C/C
iv) Web splice plate - 12 mm thick.
10 M
2 (b)
A column base connection for axially loaded is to be made for the following data:
i) Base plate → 900 × 600 × 25mm
ii) Column → one no. ISHB 300, bf=300 mm, ty=12mm, tw=7.5mm
iii) Web cleat → 2 nos. ISA 80× 80×8.250 mm long
iv) Gusset plates → 2 nos. 900 × 600 × 12 mm (suitably tapered)
v) Flage cleat → 2 nos. ISA 80× 80× 8, 900 mm 1 mg
v) Bolts → 16 mm &straighphi;.
Choose suitable pitch and number of bolts. Also show 4 - holding down bolts of 25 mm ϕ. Draw the elevation (front), side view and plan (top view) of the above members connected suitably.
i) Base plate → 900 × 600 × 25mm
ii) Column → one no. ISHB 300, bf=300 mm, ty=12mm, tw=7.5mm
iii) Web cleat → 2 nos. ISA 80× 80×8.250 mm long
iv) Gusset plates → 2 nos. 900 × 600 × 12 mm (suitably tapered)
v) Flage cleat → 2 nos. ISA 80× 80× 8, 900 mm 1 mg
v) Bolts → 16 mm &straighphi;.
Choose suitable pitch and number of bolts. Also show 4 - holding down bolts of 25 mm ϕ. Draw the elevation (front), side view and plan (top view) of the above members connected suitably.
20 M
3
Design a welded plate girder of span 24 mt, carrying super imposed load of 50 kN/m and two concentrated loads of 200 kN each at one third poits of the span. Assume the girder as laterally supported throughout and yield strength = 250 Mpa. Provide two curtailments.
Draw to a suitable scale:
i) Plan for full span (sectional)
ii) Elective (front)
iii) Cross section at support and midspan.
Draw to a suitable scale:
i) Plan for full span (sectional)
ii) Elective (front)
iii) Cross section at support and midspan.
30 M
4
Design a simply supported crane Gantry girder for the following data:
Draw to a suitable scale:
i) Plan details
ii) Side elevation
iii) Section through the Gantry.
| i) | Span of crane girder | = 20 m |
| ii) | Span of Gantry | = 7 m |
| iii) | Capacity of the crane | = 220 kN |
| iv) | Self wt. of crane excluding the crab | = 200 kN |
| v) | Weight of crab | = 60 kN |
| vi) | Wheel base distance | = 3.4 m |
| vii) | Minimum hook approach | = 1.10 m |
| viii) | Self-weight of rail | = 0.3 kN/m |
| ix) | Height of rail | = 70 m |
Draw to a suitable scale:
i) Plan details
ii) Side elevation
iii) Section through the Gantry.
30 M
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