STUPIDSID
1 (a)
A Secondary beam ISMB 300 @ 433.6 N/m is to be jointed to the main beam ISMB 400 @ @604.3 N/m. Two angles ISA 90×90×6 are used for connection. Three bolts of diameter 20 mm used to connect angle to the web of ISMB 300.6 bolts of 20 mm diameter are used to connect the angles to the web of ISMB 400. The flanges of both beam are the same level. Draw to a suitable scale.
i) Sectional elevation
ii) Side view showing all details.
i) Sectional elevation
ii) Side view showing all details.
16 M
1 (b)
An ISHB 400 @ 759.3 N/m in the lower storey of a building is connected to ISHB 350 @ 661.2 N/m of upper storey. The thickness of bearing plate is 34 mm. The thickness of splice plate is 8 mm. Use suitable filter plate for top column. 6 number of 16 mm diameter ordinary bolts are provided for connecting each of column flange with splice. Plate for lower storey column and 6 numbers of 16mm diameter bolts are provided for connecting each of column flange with splice and filler pate for upper storey column and 2 bolts for connecting only flange and filler plate. Assume pitch of bolts as 60mm. Draw to a suitable scale:
i) Elevation
ii) Side view.
i) Elevation
ii) Side view.
14 M
2 (a)
Draw to a suitable scale, beam to column stiffened seat connections:
i) front view showing c/s of beam
ii) side view showing elevation of beam for the following details:
Column ISHB 400 @ 82.2 kg/m (806.4 N/m)
Beam - ISMB 400 @ 6.6 kg/m (604.3 N/m)
Seat angle - ISA 100 × 100 × 10 mm
Cleat angle - ISA 90 × 90 × 8 mm.
Pair of stiffeners - 20 mm bolts for remaining connection.
i) front view showing c/s of beam
ii) side view showing elevation of beam for the following details:
Column ISHB 400 @ 82.2 kg/m (806.4 N/m)
Beam - ISMB 400 @ 6.6 kg/m (604.3 N/m)
Seat angle - ISA 100 × 100 × 10 mm
Cleat angle - ISA 90 × 90 × 8 mm.
Pair of stiffeners - 20 mm bolts for remaining connection.
15 M
2 (b)
Following are the details of gusserted base:
i) Built up column: 2-ISWB- 400 @ a spacing of 325 mm between webs
ii) Size of base plate: 600 mm × 750 mm
iii) Thickness of base plate: 28 mm
iv) Gusset angles ISA 150×100×12 with longer leg connected to gusset plate
v) Thickness of gusser plate: 12mm
vi) 16 bolts of 20 mm dia connect gusset angles to gusset plate, 16 bolts of 20 mm dia connect gusset angles to the column
vii) Anchor bolts 20 mm - ϕ - 4no
Draw to a suitable scale:
i) Elevation showing flanges of column
ii) Sectional plan.
i) Built up column: 2-ISWB- 400 @ a spacing of 325 mm between webs
ii) Size of base plate: 600 mm × 750 mm
iii) Thickness of base plate: 28 mm
iv) Gusset angles ISA 150×100×12 with longer leg connected to gusset plate
v) Thickness of gusser plate: 12mm
vi) 16 bolts of 20 mm dia connect gusset angles to gusset plate, 16 bolts of 20 mm dia connect gusset angles to the column
vii) Anchor bolts 20 mm - ϕ - 4no
Draw to a suitable scale:
i) Elevation showing flanges of column
ii) Sectional plan.
15 M
3
Design a roof truss in figure shown below fig. Q3 with forces in each member along with its nature of forces in different members of the truss are given in table Q3. The size of the RC column supporting the truss is 300×300mm. Use M20 concrete for column. Design the truss using bolts of M16, property class 5.6 for connections and also design anchor bolts for an uplift force of 15 kN @ each support.
Draw to suitable scale:
i) Elevation of truss greater than half span
ii) Enlarged view of apex joint of the truss
iii) Enlarged view of left support joint.
C=compression: T=Tension; AC = CD = DE = EB: reactions @ A and B RA = RB = 50 kN.
Draw to suitable scale:
i) Elevation of truss greater than half span
ii) Enlarged view of apex joint of the truss
iii) Enlarged view of left support joint.
C=compression: T=Tension; AC = CD = DE = EB: reactions @ A and B RA = RB = 50 kN.
| Member | Force (RO) | Length (M) |
| AC, EB | 80 Kn (C) | 3.46 m |
| CD, DE | 70 kN (C) | 3.46 m |
| AF, GB | 70 kN (T) | 4m |
| FG | 50 kN (T) | 4m |
| CF, EG | 24 kN (C) | 2m |
| DG, DF | 24 kN (T) | 4m |
70 M
4
Design a simply supported crane gantry girder for the following data. The girder is electrically operated. Yield stress of steel is 250 N/mm2. Use 16 mm diameter bolts of grade 4.6.
Draw to a suitable scale:
The c/s of grantry girder and its attachment to supporting column of the bracket
a) Plan details
b) Side elevation.
| i) | Span of crane girder (effective) | = 20 m |
| ii) | Effective span of gantry girder | = 7 m |
| iii) | Capacity of crane | =220 kN |
| iv) | Self weight of crane excluding crab | =200 kN |
| v) | Weight of crab | = 60 kN |
| vi) | Wheel base distance | = 3.4 m |
| vii) | Minimum hook approach | = 1.1 m |
| viii) | Self weight of rail | = 0.3 kN/m |
| ix) | Height of rail | = 75 mm |
Draw to a suitable scale:
The c/s of grantry girder and its attachment to supporting column of the bracket
a) Plan details
b) Side elevation.
70 M
More question papers from Design & Drawing of Steel Structures