STUPIDSID
1(a)
A cross beam ISLB-350 @ 495 N/m is connected to a beam ISMB-500 @ 869 N/m. The top of the flanges are at same level. The framed connection has the following details:
i) Frame angle - ISA 150 ×115×10 @ 200 N/m.
ii) The connection between the cleat angle leg of 115 mm and web of the cross beam is 5 mm fillet weld of length 250 mm.
iii) The connection between the cleat angle leg of 150 mm and web of the main beam is 5 mm fillet weld of length 250 mm.
iv) The clearance between cross beam and web of main beam is 10 mm.
a. Front view and
b. Side view with all details.
i) Frame angle - ISA 150 ×115×10 @ 200 N/m.
ii) The connection between the cleat angle leg of 115 mm and web of the cross beam is 5 mm fillet weld of length 250 mm.
iii) The connection between the cleat angle leg of 150 mm and web of the main beam is 5 mm fillet weld of length 250 mm.
iv) The clearance between cross beam and web of main beam is 10 mm.
a. Front view and
b. Side view with all details.
15 M
1(b)
The design stiffened seated connection has the following details:
i) ISHB-300@630 N/m transmits an end raction of 80 k/N to the flange of column section ISHB-250 @ 547 N/m.
ii) Seat angle ISA 100×75×8 mm at 105 N/m 100 mm along horizontal.
iii) Stiffening angle 2ISA 90×90×8 mm at 108 N/m.
iv) Cleat angle at top ISA 75×75×8 mm at 89 N/m. Connect 2-18 mm dia in each leg.
v) Bolts connecting the stiffening angle with the column flange are 8-20 mm dia. HSFG bolts at a pitch of 60 mm C/C, 4 bolts in each row.
vi) Stiffening angle are tack bolted.
Use 2-18 mm dia bolts.
Draw a suitable scale:
a. Front elevation
b. Side view.
i) ISHB-300@630 N/m transmits an end raction of 80 k/N to the flange of column section ISHB-250 @ 547 N/m.
ii) Seat angle ISA 100×75×8 mm at 105 N/m 100 mm along horizontal.
iii) Stiffening angle 2ISA 90×90×8 mm at 108 N/m.
iv) Cleat angle at top ISA 75×75×8 mm at 89 N/m. Connect 2-18 mm dia in each leg.
v) Bolts connecting the stiffening angle with the column flange are 8-20 mm dia. HSFG bolts at a pitch of 60 mm C/C, 4 bolts in each row.
vi) Stiffening angle are tack bolted.
Use 2-18 mm dia bolts.
Draw a suitable scale:
a. Front elevation
b. Side view.
15 M
2(a)
A built up column is composed of 2ISLC-350@ 388 N/m placed back to back at clear distance of 220 mm. The column is provided with single lacing system consisting of 60 ISF12 mm at 45° and is connected by a 20 mm dia bolt at each end. The channels are supported over a slab base 600×450×50mm. The angles connecting column and base plate is ISA 100×100×10mm and are connected by 2-20 mm dia each leg. Draw to a suitable scale:
i) Sectional elevation. ii) Plan of slab base assembly with all details.
i) Sectional elevation. ii) Plan of slab base assembly with all details.
15 M
2(b)
Draw to a suitable scale the elevation ana plan of the column splice having the following details: i) Bottom column : ISHB - 300 @630 N/m ii) Top column : ISHB - 200 @ 400 N/m
iii) Splice plate : 8 mm thick iv) Bearing plate : 50 mm
v) Use 8-20 mm dia on each side of the joint in two rows of 4 bolts each for connecting flanges of the columns to flange splice plate.
a. Sectional elevation
b. Side view with details.
iii) Splice plate : 8 mm thick iv) Bearing plate : 50 mm
v) Use 8-20 mm dia on each side of the joint in two rows of 4 bolts each for connecting flanges of the columns to flange splice plate.
a. Sectional elevation
b. Side view with details.
15 M
3
A simply supported welded plate grider for an effective span of 30 m and a udl of 30 kN/m and two concentrated load of 150 kN each acting at 10 m from both ends. It is fully restrained against lateral buckling throughout the span. Design the central section using thin web with K = 100 and end bearing stiffener. Also design the welded connection between flange and web. Take fy= 250 Mpa, fu = 415 Mpa and ultimate stress of weld = 410 Mpa.
Also design curtailment of plate.
Draw to a suitable scale
Also design curtailment of plate.
Draw to a suitable scale
40 M
3(a)
Elevation for full span with discontinuous line
10 M
3(b)
C/S at support and midspan
10 M
3(c)
Plan for full span with discontinuous line.
10 M
4
Design a simply supported crane girder for the following data. The girder is electrically operated. Take yield stress of steel is 250 N/mm2. Use 16 mm dia. Bolts of grade 4.6
i) Capacity of crane : 250 kN
ii) Weight of crab (Trolley) : 80 kN.
iii) Weight of crane girder excluding trolley : 300 kN
iv) Span of the crane girder = 18 m
v) Minimum hook approach = 1.0 m
vi) Wheel base = 3.0 m
vii) Span of gantry girder = 6 m
viii) Weight of rail section = 0.25 kN/m
ix) Take fy=250 Mpa.
Draw to a suitable scale showing all details:
i) Capacity of crane : 250 kN
ii) Weight of crab (Trolley) : 80 kN.
iii) Weight of crane girder excluding trolley : 300 kN
iv) Span of the crane girder = 18 m
v) Minimum hook approach = 1.0 m
vi) Wheel base = 3.0 m
vii) Span of gantry girder = 6 m
viii) Weight of rail section = 0.25 kN/m
ix) Take fy=250 Mpa.
Draw to a suitable scale showing all details:
40 M
4(a)
Plan of G.G.
5 M
4(b)
Front view
10 M
4(c)
Cross section of Grantry Girder.
15 M
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