Download GTU (Gujarat Technological University) BE/BTech (Bachelor of Engineering / Bachelor of Technology) 2019 Winter 7th Sem New 2174003 Design Of Steel And Masonary Structure Previous Question Paper
Seat No.: ________ Enrolment No.___________
GUJARAT TECHNOLOGICAL UNIVERSITY
BE - SEMESTER ? VII (New) EXAMINATION ? WINTER 2019
Subject Code: 2174003 Date: 28/11/2019
Subject Name: Design of Steel and Masonary Structure
Time: 10:30 AM TO 01:30 PM Total Marks: 70
Instructions:
1. Attempt all questions.
2. Draw neat and clean sketches with pencil only.
3. Use of IS 800-2007, IS 875-1987, IS 1905 and Steel Table is allowed.
4. Make suitable assumptions wherever necessary.
5. Figures to the right indicate full marks.
MARKS
Q.1 (a) What are advantages and disadvantages of steel as a structural
material? Draw idealized stress- strain curve for mid steel.
07
(b) Determine the ultimate load carrying capacity in tension of lap joint
shown in figure 1. If the bolt threads are outside the shear plane. Use
M16 bolts of product grade C and property class 4.6. The yield and
ultimate strengths of the flats are 250 MPa and 410 MPa, respectively.
07
Q.2 (a) Determine the design tensile strength of a plate (200 ? 8 mm)
connected to 10 mm thick gusset plate using 20 mm bolts as shown in
figure 2, if the yield and the ultimate stress of the steel used are
250 MPa and 410 MPa, respectively.
07
(b) An ISLC 300 @ 324.7 N/m of Fe 410 grade of steel is to carry factored
tensile force of 900 kN. The channel section is to be welded at the site
to a gusset plate 12 mm thick. Design a fillet weld, if the overlap is
limited to 350 mm.
07
OR
(b) Design sag rods for consecutive purlins near the supported end of a
roof truss system as shown in figure 3. The purlins are supported at
one-third points by sag rods. Also design the ridge rod between ridge
purlins. Assume c/c spacing of truss = 6 m, spacing of purlin = 1.4 m,
self-weight of roofing = 200 N/m
2
, intensity of wind pressure = 1500
N/m
2
, slope of the roof truss = 25
0
, and no access is provided to the
roof.
07
Q.3 (a) Design a beam-column (ISHB 400 @ 82.2 Kg/m) carrying
compression of 400 kN at an eccentricity of 125 mm along the minor
axis as shown in figure 4. Assume that the ends of the column are
hinged with an unsupported length of 5 m. The grade of the steel is
Fe410. (Use fcd = 120 MPa.)
07
(b) Design a batten system for a column composed of 2 ISMC 350 @
42.1 Kg/m placed back to back at clear spacing of 200 mm. Axial
designed load on column is 1250 kN. Effective length of column is
5.0 m.
07
OR
Q.3 (a) For a column section built up of shape shown in figure 5. Determine
the axial load capacity in compression of column having both ends
restrained in direction and position.
07
FirstRanker.com - FirstRanker's Choice
Page 1 of 3
Seat No.: ________ Enrolment No.___________
GUJARAT TECHNOLOGICAL UNIVERSITY
BE - SEMESTER ? VII (New) EXAMINATION ? WINTER 2019
Subject Code: 2174003 Date: 28/11/2019
Subject Name: Design of Steel and Masonary Structure
Time: 10:30 AM TO 01:30 PM Total Marks: 70
Instructions:
1. Attempt all questions.
2. Draw neat and clean sketches with pencil only.
3. Use of IS 800-2007, IS 875-1987, IS 1905 and Steel Table is allowed.
4. Make suitable assumptions wherever necessary.
5. Figures to the right indicate full marks.
MARKS
Q.1 (a) What are advantages and disadvantages of steel as a structural
material? Draw idealized stress- strain curve for mid steel.
07
(b) Determine the ultimate load carrying capacity in tension of lap joint
shown in figure 1. If the bolt threads are outside the shear plane. Use
M16 bolts of product grade C and property class 4.6. The yield and
ultimate strengths of the flats are 250 MPa and 410 MPa, respectively.
07
Q.2 (a) Determine the design tensile strength of a plate (200 ? 8 mm)
connected to 10 mm thick gusset plate using 20 mm bolts as shown in
figure 2, if the yield and the ultimate stress of the steel used are
250 MPa and 410 MPa, respectively.
07
(b) An ISLC 300 @ 324.7 N/m of Fe 410 grade of steel is to carry factored
tensile force of 900 kN. The channel section is to be welded at the site
to a gusset plate 12 mm thick. Design a fillet weld, if the overlap is
limited to 350 mm.
07
OR
(b) Design sag rods for consecutive purlins near the supported end of a
roof truss system as shown in figure 3. The purlins are supported at
one-third points by sag rods. Also design the ridge rod between ridge
purlins. Assume c/c spacing of truss = 6 m, spacing of purlin = 1.4 m,
self-weight of roofing = 200 N/m
2
, intensity of wind pressure = 1500
N/m
2
, slope of the roof truss = 25
0
, and no access is provided to the
roof.
07
Q.3 (a) Design a beam-column (ISHB 400 @ 82.2 Kg/m) carrying
compression of 400 kN at an eccentricity of 125 mm along the minor
axis as shown in figure 4. Assume that the ends of the column are
hinged with an unsupported length of 5 m. The grade of the steel is
Fe410. (Use fcd = 120 MPa.)
07
(b) Design a batten system for a column composed of 2 ISMC 350 @
42.1 Kg/m placed back to back at clear spacing of 200 mm. Axial
designed load on column is 1250 kN. Effective length of column is
5.0 m.
07
OR
Q.3 (a) For a column section built up of shape shown in figure 5. Determine
the axial load capacity in compression of column having both ends
restrained in direction and position.
07
Page 2 of 3
(b) Design a slab base foundation for a column ISHB 500 to carry a
factored axial load of 1200 kN. Take safe bearing capacity of soil as
180 kN/m
2
. Assume Fe410 grade of steel and M25 grade of concrete.
07
Q.4 (a) Design angle purlin for the following data by simplified method:
Spacing of trusses = 5 m
Spacing of purlins = 2 m
Weight of A.C. Sheets including laps and fixtures = 0.205 kN/m
2
Live load = 0.6 kN/m
2
Wind load = 1 kN/m
2
, suction
Inclination of main rafter of truss = 21
0
.
07
(b) Design a welded plate girder for 24 m span to support a uniformly
distributed load of 80 kN/m over full span along with two moving
loads 100 kN each spaced at 6 m apart. The girder is laterally
supported throughout. Use steel grade of Fe410 both for Flange as well
as web. (Note: Design of weld connection for flange plate and web
plate is not required).
07
OR
Q.4 (a) Design a simply supported I section to support the slab of a hall
9 m ? 24 m with beams spaced at 3 m c/c. The thickness of the slab is
100 mm. Consider a floor finish load of 0.5 kN/m
2
and a live load of
3 kN/m
2
. The grade of steel is Fe410. Assume that an adequate lateral
support is provided to the compression flange.
07
(b) Design a simply supported gantry girder to be used in an Industrial
building for the following data:
Crane Capacity = 100 kN
Weight of crab = 35 kN
Weight of crane (excluding crab) = 160 kN
Minimum clearance between crane hook and gantry girder = 1 m
Wheel base = 3 m
Distance between centre to centre of gantries = 20 m
Distance between centre to centre of gantry columns = 6 m
Crane type = M.O.T.
(Note: No checks are required)
07
Q.5 (a) Explain different possible failures in masonry structures along with its
causes and probable remedies. Draw neat sketch (if required)
03
(b) What are the common defects of workmanship in masonry work? 04
(c) Design an interior cross wall having 3.5 m clear height of a two-
storeyed building. The wall is unstiffened and it supports a 3 m wide
slab. Consider following data: Live load on roof = 1.75 kN/m
2
; Live
load on floor = 2 kN/m
2
; Thickness of RCC Slab = 150 mm; Weight
of floor finish = 1.0 kN/m
2
07
OR
(c) Design an interior wall of a single storeyed workshop of height
4 m supporting a RCC roof. The bottom of the wall rests over a
foundation block. Assume roof load 30 kN/m. Refer figure 6.
07
FirstRanker.com - FirstRanker's Choice
Page 1 of 3
Seat No.: ________ Enrolment No.___________
GUJARAT TECHNOLOGICAL UNIVERSITY
BE - SEMESTER ? VII (New) EXAMINATION ? WINTER 2019
Subject Code: 2174003 Date: 28/11/2019
Subject Name: Design of Steel and Masonary Structure
Time: 10:30 AM TO 01:30 PM Total Marks: 70
Instructions:
1. Attempt all questions.
2. Draw neat and clean sketches with pencil only.
3. Use of IS 800-2007, IS 875-1987, IS 1905 and Steel Table is allowed.
4. Make suitable assumptions wherever necessary.
5. Figures to the right indicate full marks.
MARKS
Q.1 (a) What are advantages and disadvantages of steel as a structural
material? Draw idealized stress- strain curve for mid steel.
07
(b) Determine the ultimate load carrying capacity in tension of lap joint
shown in figure 1. If the bolt threads are outside the shear plane. Use
M16 bolts of product grade C and property class 4.6. The yield and
ultimate strengths of the flats are 250 MPa and 410 MPa, respectively.
07
Q.2 (a) Determine the design tensile strength of a plate (200 ? 8 mm)
connected to 10 mm thick gusset plate using 20 mm bolts as shown in
figure 2, if the yield and the ultimate stress of the steel used are
250 MPa and 410 MPa, respectively.
07
(b) An ISLC 300 @ 324.7 N/m of Fe 410 grade of steel is to carry factored
tensile force of 900 kN. The channel section is to be welded at the site
to a gusset plate 12 mm thick. Design a fillet weld, if the overlap is
limited to 350 mm.
07
OR
(b) Design sag rods for consecutive purlins near the supported end of a
roof truss system as shown in figure 3. The purlins are supported at
one-third points by sag rods. Also design the ridge rod between ridge
purlins. Assume c/c spacing of truss = 6 m, spacing of purlin = 1.4 m,
self-weight of roofing = 200 N/m
2
, intensity of wind pressure = 1500
N/m
2
, slope of the roof truss = 25
0
, and no access is provided to the
roof.
07
Q.3 (a) Design a beam-column (ISHB 400 @ 82.2 Kg/m) carrying
compression of 400 kN at an eccentricity of 125 mm along the minor
axis as shown in figure 4. Assume that the ends of the column are
hinged with an unsupported length of 5 m. The grade of the steel is
Fe410. (Use fcd = 120 MPa.)
07
(b) Design a batten system for a column composed of 2 ISMC 350 @
42.1 Kg/m placed back to back at clear spacing of 200 mm. Axial
designed load on column is 1250 kN. Effective length of column is
5.0 m.
07
OR
Q.3 (a) For a column section built up of shape shown in figure 5. Determine
the axial load capacity in compression of column having both ends
restrained in direction and position.
07
Page 2 of 3
(b) Design a slab base foundation for a column ISHB 500 to carry a
factored axial load of 1200 kN. Take safe bearing capacity of soil as
180 kN/m
2
. Assume Fe410 grade of steel and M25 grade of concrete.
07
Q.4 (a) Design angle purlin for the following data by simplified method:
Spacing of trusses = 5 m
Spacing of purlins = 2 m
Weight of A.C. Sheets including laps and fixtures = 0.205 kN/m
2
Live load = 0.6 kN/m
2
Wind load = 1 kN/m
2
, suction
Inclination of main rafter of truss = 21
0
.
07
(b) Design a welded plate girder for 24 m span to support a uniformly
distributed load of 80 kN/m over full span along with two moving
loads 100 kN each spaced at 6 m apart. The girder is laterally
supported throughout. Use steel grade of Fe410 both for Flange as well
as web. (Note: Design of weld connection for flange plate and web
plate is not required).
07
OR
Q.4 (a) Design a simply supported I section to support the slab of a hall
9 m ? 24 m with beams spaced at 3 m c/c. The thickness of the slab is
100 mm. Consider a floor finish load of 0.5 kN/m
2
and a live load of
3 kN/m
2
. The grade of steel is Fe410. Assume that an adequate lateral
support is provided to the compression flange.
07
(b) Design a simply supported gantry girder to be used in an Industrial
building for the following data:
Crane Capacity = 100 kN
Weight of crab = 35 kN
Weight of crane (excluding crab) = 160 kN
Minimum clearance between crane hook and gantry girder = 1 m
Wheel base = 3 m
Distance between centre to centre of gantries = 20 m
Distance between centre to centre of gantry columns = 6 m
Crane type = M.O.T.
(Note: No checks are required)
07
Q.5 (a) Explain different possible failures in masonry structures along with its
causes and probable remedies. Draw neat sketch (if required)
03
(b) What are the common defects of workmanship in masonry work? 04
(c) Design an interior cross wall having 3.5 m clear height of a two-
storeyed building. The wall is unstiffened and it supports a 3 m wide
slab. Consider following data: Live load on roof = 1.75 kN/m
2
; Live
load on floor = 2 kN/m
2
; Thickness of RCC Slab = 150 mm; Weight
of floor finish = 1.0 kN/m
2
07
OR
(c) Design an interior wall of a single storeyed workshop of height
4 m supporting a RCC roof. The bottom of the wall rests over a
foundation block. Assume roof load 30 kN/m. Refer figure 6.
07
Page 3 of 3
Figure 1 Figure 2
Figure 3
Figure 6
*************
Figure 4
Figure 5
FirstRanker.com - FirstRanker's Choice
This post was last modified on 20 February 2020