Design & Drawing of Steel Structures

A cross beam ISLB-350 @ 495 N/m is connected to a main 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 - 2 ISA 150x115x10 @ 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 8   mm fillet weld of length 250 mm.

iv) The clearance between cross beam and web of main beam is 10 mm.

Draw to a suitable scale:

 Front view and

 Side view with all details. 

The design stiffened seated connection has the following details:

i) ISHB-300@630 N/m transmits an end reaction of 80 kN to the flange of column section ISHB-250 @ 547 N/m.

ii) Seat angle ISA 100 x 75 x 8 mm at 105 N/m, 100 mm along horizontal

iii) Stiffening angle 2ISA 90x90x8mm at 108 N/m

iv) Cleat angle at top ISA 75 x 75 x 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 m C/C, 4 bolts in each row.

vi) Stiffening angle are tack bolted.

Use 2 - 18 mm dia bolts.

Draw to a suitable scale:

  Front elevation

 Side view

A built up column is composed of 21SLC-350@388 Nm placed back to back at clear distance of 220 mm. The column is provided with single lacing system consisting of 60 ISF12 mm at 45º and is connected by a 20 mm dia bolt at each end. The channels are supported over a slab base 600x 450 x 50mm. The angles connecting column and base plate is ISA 100 x 100 x 10 mm and are connected by 2-20 mm dia on each leg. Draw to a suitable scale:

 i) Sectional elevation.               ii) Plan of slab base assembly with all details. 

Draw to a suitable scale the elevation and 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.

Draw to a suitable scale :

 Sectional elevation

 Side view with details. 

A simply supported welded plate girder 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 stiffner. Also design the welded connection between flange and web. Take  = 250 MPa, fu = 415 MPa and ultimate stress of weld =410 MPa. Also design curtailment of plate.

A simply supported welded plate girder 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 stiffner. Also design the welded connection between flange and web. Take  = 250 MPa, fu = 415 MPa and ultimate stress of weld =410 MPa. Also design curtailment of plate.

Draw to a suitable scale:

Elevation for full span with discontinuous line, 

A simply supported welded plate girder 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 stiffner. Also design the welded connection between flange and web. Take  = 250 MPa, fu = 415 MPa and ultimate stress of weld =410 MPa. Also design curtailment of plate.

Draw to a suitable scale:

C/S at support and midspan.

A simply supported welded plate girder 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 stiffner. Also design the welded connection between flange and web. Take  = 250 MPa, fu = 415 MPa and ultimate stress of weld =410 MPa. Also design curtailment of plate.

Draw to a suitable scale:

Plan for full span with discontinuous line.

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 = 3.0m

vii) Span of gantry girder = 6 m

viii) Weight of rail section = 0.25 kN/m

ix) Take fy = 250 MPa. 

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 = 3.0m

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) Plan of G.G. 

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 = 3.0m

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:

ii)  Front view

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 = 3.0m

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:

iii)  Cross section of Gantry Girder.