QUESTION BANK
Semester: V
th
Subject: Steel Structures
UNIT

I
Design of tension and compression members.
Design of roof truss.
Q.1.
Design a single angle discontinuous strut to carry an ax
ial compression of 100 kN. The length of strut
between center to center of intersection is 2.0 m. Take f y =250 mpa.
Q
.2. Design a single angle tension member to carry tensile force of 200 KN. The length of member
between center to center of inters
ection is 2.0 m. Take f y =250 mpa.
Q
.3.Design a discontinuous strut for a 360 kn. force using two angles one on each side of a 16 mm thick
gusset plate .
The length of member from center to center of intersection is 4.2 m. Assume welded connect
ion.
Q
.4.Design a Tension member using two angles back to back on the same side of a 12 mm thick gusset plate
to carry a tensile force of 330 KN. The length of member from center to center of intersection is 3.6 m.
Assume the member is connected to gusse
t plate by 20 mm dia. Bolts. Assume fy=250 mpa.
Q
.5.A Tension member consisting of pair of angles is to carry a pull of 300 KN. connected to a gusset plate
by their short legs.
i)Design the section if the angles are connected on the same side of guss
et plate.
ii)Design the section if the angles are connected to each side of gusset plate.
Q
.6.Design a discontinuous strut for 400 KN. Using two angles on same side of gusset plate using welded
connection. The length of member from center to center of
intersection is 3.6 m Assume fy 250 type steel.
Due to change in wind direction the member is subjected to 250 KN. tensile force. Check for reversal of
stresses
Q
.7D.Design a top rafter of roof truss subjected to net force of 120 Kn.(comp.) under(
DL+LL) and a force of
80 KN.(Tension) under (DL+WL)condition. C/C distance of section is 1.45 m. Design welded connection
with end gusset plate also. Draw neat sketch of connection.
Q
.8. Determine percentage change of strength of 2 ISA 100 X 75 X 8
mm. If the angles are attached to
same side and opposite side of gusset plate.
UNIT

II
Design of simple and built up beams.
Q
.1 A simply supported beam is to support a uniformly distributed load of 100 KN/m excluding self weight
of beam,over a
clear span of 8 m.support width is 300mm. The compression flange of the beam is
larerally restrained. .Design a platted rolled steel beam in MB 500 @ 0.869 KN / m and 10 mm thick
plates are only available.Perform the nessary Checks as per IS

800.Ass
ume fy= 250 Mpa.
Q
.2 Find the superimposed live load carrying capacity of ISMB
400@0.822
KN/m, if it
to be used over a simply supported effective span of 6.4 m.the beam is laterally
unsupported. What is the ratio of pe
rmissible stress calculated from IS

800 to that of the
Maximum permissible stress,if it would have been laterally supported? Assume fy =340
Mpa.
Q
.3 A simply supported beam carries an uniformly distributed load of 38 kN/m over an
effective span of 8.5 m
. E=2.1 X 10
5
N/mm
2
. design the beam section when
1)It is laterally supported.
2) It is laterally unsupported.
Q
.4 Design a welded built up beam with effective span of 6.5 m. carrying UDL of 40
KN/m inclusive
of self weight over entire span. The overall depth of beam is restricted to
350 mm. The compression flange is supported throughout. show reduction of flange
plates if any. (hint: use ISMB 250) with good sketch
Q
.5 Design a beam of effective span 6 m. a
nd subjected to bending moment of 105 kN/m
for following conditions:
1)
the beam is encased in concrete.
2)
The compression flange is laterally unsupported.
Q
.6 Design a rolled steel I

section for a simply supported beam beam with clear span of
8m. it carries
UDL of 60 KN per metre.exclusive of self weight of the girder. The beam
is laterally unsupported. Perform all nessary checks.
Q
.7 Design a beam of effective span 6 m. subjected to UDL of 10 KN per metre and two
concentrated loads of 80 kN each at 2m
and 4m respectively from the left support. The
beam is laterally supported.
Q
.8 Design a built up beam over an effective span of 12m to support a superimposed
load of 75 KN/m alongwith a midspan concentrated load of 300 Kn. The beam is laterally
restrain
ed. Show the curtailment of flanges.
SECTION B
UNIT

III
DESIGN OF WELDED PLATE GIRDER
Q.1 Design an economical built up column to carry an axial load of 1200 KN using two
cha
nnels back to back. The unsupported length of column is 5.4 m. both ends are held in
position and only one end is restrained against rotation. Also design a suitable lacing
system. Take fy =260 M Pa.
Q.2 Design a gusseted base for a
columnISHB450@872
N/m with one plate 300 x 10
mm carries an axial load of 2200 KN. The column is supported on concrete pedestal with
bearing capacity of 4 Mpa.
Q.3 Design a welded plate girder 24 m in effective span and simply supporte
d at ends. It
carries an uniformly distributed load of 100 kN/m. draw section at support and front
elevation of plate girder.
Q.5A Laterally supported plate girder having effective span of 24 m is subjected to UDL
of 80 KN/m on complete span along with
three concentrated loads of 180 Kn each at
quarter points . Using 8mm,10mm and 12mm thick plates, design the maximum section
for the plate girder. Check the section using MI method. Design suitable welded
connection between the web and the flange .Also des
ign the curtailment and stiffeners
required. Assume fy=250 Mpa.
Q.6 A column section ISHB
300@0.63
KN/m with cover plate 350 x16 mmon either side
is carrying an axial load of 3000 Kn. Design a gusseted base. The allowable
bearing
pressure of concrete is 4 Mpa and base plate is 185 Mpa.SBC of soil is 190
KN/m
2
Assume fy=260 Mpa.
DESIGN OF SINGLE ROLLED STEEL SECTION COLUMN SUBJECTED TO AXIAL LOAD &
BIAXIAL MOMENT
Q.1A 8 m long column of an industrial building is
subjected to axial load of 220 kN and
moment Mx=50 KNm and My=2.5 kNm. The column is hinged at both ends. Design
suitable I section(Rolled)
DESIGN OF AXIAL LOADED BUILT UP COLUMNS.(LACED &BATTENED)
Q.1 Design a
n economical built up column to carry an axial load of 1200 KN using two
channels back to back. The unsupported length of column is 5.4 m. both ends are held in
position and only one end is restrained against rotation. Also design a suitable lacing
system.
Take fy =260 M Pa.
Q.2 Design a gusseted base for an ISHB 450 carrying an axial load of 1200 KN. the
allowable bearing stress in concrete is 4 Mpa. The safe bearing capacity of soil is 160
KN/m
2
Q.3Design a built up column to support 1200 KN. Axial
load. The length of column is
18 m. the column is fixed at both ends. Also design a suitable lacing system for the above
column.
Q.4 Design a column to support 2000 Kn using four angles .The length of column is 6.4
m and both ends are held in position
and only one end is restrained against rotation.
Design suitable battens also. Take fy =260 M Pa.
UNIT

IV
DESIGN OF CONNECTION
(BOLTED AND WELDED)
Q.1 A bracket plate is used to transmit reaction P from a beam to column flange as
shown in fig
ure. The bracket plate is connected to flange of column by 6mm fillet
weld. Compute the maximum reaction P. also determine the necessary thickness of
bracket plate.
150 mm 100mm
P
100 mm
100 mm
DESIGN OF CONNECTION
(BEAM TO BEAM . BEAM TO COLUMN)
Q.2 A Beam ISMB 300 is connected to a column ISMB 450 as shown in fig
ure. The
beam is transmitting a reaction of 500 Kn. And bending moment of 12 KN

m and
bending moment of 120 KN

m. design a suitable welded connection.
ISMB 450
ISMB 300
Q.3 A Beam ISMB 450 transmits an end shear of 270 KN to the flange of colum
n
ISHB400@822
N/m. design the welded connection.
Q.4 A bracket plate is used to transmit reaction P from a beam to column flange as
shown in figure. The bracket plate is connected to flange of column by 6mm fillet
weld.
Compute the maximum reaction P. also determine the necessary thickness of
bracket plate.
Q.5 An ISMB 200 @254 N/m transmits an end reaction of 180 KN/m to the web of
an ISMB 450 @724 N/m. Design a framed connection. Give a neat sketch.
Q.6 A Column
section ISHB 450 carrying an axial load of 1000 Kn. The column is
hinged at both the ends . the length of the column is 10 m. design the battens also.
100 kN
.

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