assignment 1: introduction - top engineering · pdf fileassignment 1: introduction ... 1....

1 Darshan Institute of Engineering & Technology

GTU Que. Bank – BE (Civil) 6thSem

2160607 – Elementary Structural Design (RCC & STEEL)

ASSIGNMENT 1: INTRODUCTION

1 Explain Working stress method and Limit state method of structural Design Philosophy. A

2 Elaborate with reasons for “Limit state method is more desirable than working stress method”. A

3 Explain the purpose of Binding wires, Spacers, Chairs and Dowels from detailing point of view. A

4 List down the criterion for the following along with the relevant Clause numbers in IS 456:2000:

Maximum diameter of reinforcement bars, Maximum spacing of the bars and Minimum

reinforcement.

A




DESIGN OF BEAMS

ASSIGNMENT 2: FLEXURE - SINGLY REINFORCED BEAM

1 Explain the modes of failure for Under- reinforced and Over- reinforced beam A

2 Sketch neatly the Design Stress and Strain Block Parameters and derive equation for Depth of Neutral Axis and Moment of Resistance for a balanced beam section.

A

3

For Limiting Singly Reinforced section 300x500mm effective, Calculate the following Take M20

and Fe415 Steel

1. maximum compression stress in concrete and max tensile stress in steel

2. Maximum Depth of Neutral axis 3.Lever arm 4. Total compression and Tension

C

4 Find the Moment of Resistance of a singly reinforced concrete beam of 200mm width and 410 mm effective depth, reinforced with 4 bars of 12 mm diameter of Fe415 and M20 concrete. If span length is 3m the find out safe working UDL on beam.

C

5 Design a rectangular beam having 3.5 m simply supported clear span. Assume support width to be 230 mm. Beam is subjected to a dead load of 15 kN/m and live load of 20.0 kN/m. Design the beam for M20 and Fe 415 grade of materials.

C

6 A reinforced concrete rectangular beam 300mmx600mm deep is subjected to a uniformly distributed load 40kN/m over a simply supported span of 6m. Design the beam for flexure using M20 and Fe415.

C

7

A simply supported R. C. C. beam of span 7m carries working udl of 40kN/m throughout the span. Design the beam for bending reinforcement only assuming the width of the beam as 230 mm, effective cover as 45 mm and main steel bars of dia. 20 mm.

A

8 A simply supported R. C. C. beam of span 6m carries working udl of 30kN/m throughout the span. Design the beam assuming the width of the beam as 300m, effective cover as 45mm and main steel bars of dia. 20mm.

A

ASSIGNMENT 3: FLEXURE- DOUBLY REINFORCED BEAM

1 An R. C. C. beam of size 300 wide and 500mm deep is reinforced by tension bars as 4nos. of 25mm dia. and compression bars as 2nos. of 16mm dia. Calculate the moment of resistance of beam if the clear cover is 30mm on both the sides.

C

2 An R. C. C. beam of size 300 wide and 600mm deep is reinforced by tension bars as 5nos. of 25mm dia. and compression bars as 3nos. of 20mm dia. Calculate the moment of resistance of beam if the clear cover is 25mm on both the sides.

A

3

A beam 250 mm X 500 mm effective deep is doubly reinforced with 2 Nos. 16 mm diameter compression steel and 4 Nos. 25 mm diameter tension steel. Effective cover is 50 mm. find the moment of resistance of doubly reinforced beam section. Use M20 grade concrete and Fe-415 grade steel.

A

4 A doubly reinforced beam of size 250mmx600mm is required to resist a moment of 300kN.m. Using concrete of grade M20 and Fe415, calculate the amount of steel required. Assume effective cover as 50mm.

A

5 Design a doubly reinforced section for a rectangular beam having an effective span of 4.0 m. The superimposed load is 40 kN/m and size of beam is 230 mm x 450 mm. Assume the suitable data. Design for the M25 and fe415 grades of materials.

C

6 Design a Doubly R.C. beam of 300 mm X 600 mm overall size to resist a Factored moment 310 kNm. The effective cover is 50 mm for tensile and Compression steel. Use M-20 concrete and Fe- 415 steel.

A




ASSIGNMENT 4: FLEXURE - T – BEAM

1 Find the Moment of Resistance of a T beam of M20 Concrete grade with following details: Df = 120mm; bf = 750mm; d = 400mm; bw = 230mm; Ast = 4-16mm dia Fe415 bars

C

2 Calculate Moment of Resistance of a T beam of M20 Concrete grade with following details: Df = 100mm; d = 400mm; bw = 300mm; Ast = 4-16mm dia Fe415 bars.

C

3 An R. C. C. T-beam has breadth of flange as 1100mm, thickness of flange 120mm, effective depth 600mm and width of web 230mm. It is reinforced by 4-25mm dia. bars. Calculate the ultimate moment of resistance for the same.

C

4 Find the Moment of Resistance of a T beam of M15 Concrete grade with following details: Df = 110mm; bf = 730mm; d = 410mm; bw = 230mm; Ast = 4-20mm dia Fe415 bars C

5

A singly reinforced slab 120 mm thick is supported by T-beam spaced 3.2 m centre to centre. The effective depth and width of web are 560 mm and 450 mm respectively. 8 nos. of Tor steel of 20 mm dia are provided in 2 layers. The effective cover to the bars in lower layer is 50 mm. The effective span of simply supported beam is 3.60 m. Determine the depth of Neutral Axis and the Moment of resistance of T-beam section.

C

6 Design T beam for effective span of 4m. It has to support concrete slab 120mm thick with LL=2kN/m2. Take spacing of beam 4m, M20 Grade concrete and Fe415 Steel A

ASSIGNMENT 5: COMBINED FLEXURE AND TORSION DESIGN OF BEAM

1 Discuss the procedure for the design of beam subjected to combined bending and torsion in concrete.

A

2 A rectangular beam section of size 230 mm x 600 mm overall depth is subjected to a factored sagging BM = 48 kN.m; factored SF = 48 kN and factored TM = 18 kN.m. Design the main reinforcement only at the section. Use M20 – Fe 415.

C

3

A Reinforced Concrete beam of rectangular cross section 350mmx450mm effective depth is

subjected to bending moment of 40kN.m, shear force of 25kN and torsion 15kN.m at the section.

Design the beam assuming effective cover as 50mm.

A

4 A rectangular beam section of size 230 mm x 600 mm overall depth is subjected to a factored sagging BM = 48 kN.m; factored SF = 48 kN and factored TM = 18 kN.m. Design the main reinforcement only at the section. Use M20 – Fe 415.

C

5 An RCC beam 200mm wide, 500 mm deep is reinforced with 2-12mm dia bars at top and 2-16mm dia bars at bottom, with an effective cover of 40mm. Using M20 concrete and Fe415 steel, Determine resistance of the beam in pure torsion.




ASSIGNMENT 6: SHEAR DESIGN AND DEVELOPMENT LENGTH

Shear Design of beam

1

A simply supported RCC beam 250mm wide, 400mm effective depth is subjected to Ultimate Shear Vu of 150kN at supports. Tensile reinforcement at supports is 0.5%. Design shear stirrups near supports and also design nominal shear reinforcement at mid span for M15 concrete and Fe250 steel for stirrups.

A

2 An R. C. C. beam has cross section of 230 X 500mm deep is reinforced by 4-16mm bars in tension zone. If it is loaded by factored shear force of 500kN, design for the appropriate vertical shear reinforcement with 8mm dia. bars.

C

3 A Simply R.C.C. beam of 300 mm X 500 mm overall size has 4 nos. 20 mm diameter bars of Fe-415 at an effective cover of 30 mm. The beam is subjected to Shear Force of 150 kN. Design the shear reinforcement. Use M-20 grade concrete & 8 mm diameter stirrups of Fe-250.

A

4

A simply supported R. C. C. beam with clear span of 5m, support width 230mm, size of 230 wide and 420mm deep, tension bars as 4nos. of 16mm dia. bars and clear cover of 25mm. If it is loaded by an all inclusive factored udl of 60kN/m, design the shear reinforcement near support only using 2 legged 6mm. mild steel stirrups.

C

5

A simply supported normal T- beam of 4.5 m clear span is loaded with characteristic load of 40 KN/m. it is reinforced with 4 no. 20 mm diameter bars at support. The section of the beam is 230 mm wide and 560 mm effective depth. Design the shear reinforcement at support. Use M20 and Fe415.

A

6 A RC beam 250X450 mm effective is reinforced with 4 Nos-20 mm diameter of Fe-415. The beam carries factored shear force of 200 KN. Find spacing of 8 mm diameter -2 legged – Fe-250 stirups. Use M20.

Development Length

1 A cantilever RC beam requires 910 mm2 area of reinforcement for flexure. 2 no. 25 mm diameter

bars are provided and anchored as shown in fig. 1. Check whether sufficient anchorage is

provided. If not, calculate the maximum size of bar that can be used as reinforcement. Use M20

and Fe 415.

C

2 A simply supported reinforced concrete beam of size 300 x 500 mm effective is reinforced with 4

bars of 16 mm dia HYSD steel of grade Fe-415. Determine the anchorage length of the bars at the

simply supported end if it is subjected to a factored shear force of 350 kN at the centre of 300

mm wide masonry support. Concrete.

A




ASSIGNMENT 7: SLAB DESIGN

1 Distinguish clearly between One way and Two way slab A

2 What is meant by Aspect Ratio. State the limits of the same for One way and two way slabs. Also

show the sharing of the loads on the adjacent beams of both the slabs by sketch. A

3 Design a simply supported one way slab 3m x 7m supported on 200 mm wide beams. The slab

carries a 2 kN/m2 live load and 1.2 kN/m2 finish load. Use M20 concrete and Fe415 steel. Check

criteria for deflection and development length.

C

4 Design a simply supported one way R. C. C. slab with clear span of 3m X 7m. Assume the live

(Imposed) load as 4kN/m2 and floor finish load as 1kN/m2. A

5 Design a one way simply supported slab for a room of 3.3 m X 9.6 m. the slab is resting on 230

mm thick wall. Take L.L= 2.5 KN/m2. Use M-20 grade concrete and Fe-415 steel. Check the slab

for deflection. Show reinforcement details with a neat sketch.

6 Design a two way slab continuous over all four sides having span of 3m X 4.5m. Assume the live

(Imposed) load as 2.5kN/m2 and floor finish load as 0.75kN/m2. C

7 Design a Reinforced Concrete slab for a room 6mx5m. The slab is to be cast monolithically over

beams with corners held down. The width of supporting beams 230mm. Slab carries

superimposed load of 3kN/m2. Use M20 and Fe415.

C

8 An R. C. C. slab of spans 4mx6m has only one long edge continuous and all other edges

discontinuous. The slab is 130mm thick. It is loaded by live load of 4kN/m2 and floor finish load of

1kN/m2. Design main steel at bottom of 4m span and check for deflection assuming support

width of 230mm.

A

9 Design a simply supported RCC slab having clear span 4 m X 4 m rested on the 230 mm thick brick

wall, subjected to lie load of 3 KN/m2 and floor finish 1 KN/m2 for the corners held down

condition. Provide detailed sketches. Checks are not required. Use M20 and Fe 415.

A

10 Design a two way simply supported slab for a room of 3.3m X 3.3m. the slab is resting on 230 mm

thick wall. Take L.L= 2.5 Kn/m2, F.F. = 1.0 KN/m 2. Use M-20 and Fe-415. Corners are not held

down. Show reinforcement details with neat sketches.




ASSIGNMENT 8: COLUMN DESIGN

1 Enumerate the difference between short and slender columns. State the code specifications for:

a) minimum eccentricity for design of columns; b) longitudinal reinforcement; c) lateral ties. A

2 What is difference in behavior of short and long compression members? A

3 Design a short rectangular column to carry an axial load of 455KN. Take M20 grade of concrete

and Fe415 grade of steel. Apply the check for the eccentricity. Unsupported length of column is

3m.

C

4 Calculate the area of steel required for a short RCC column 400mmx450mm to carry an axial load

of 1100kN. Use fck=20MPa and Fe415 grade of steel. A

5 A short R. C. C. column of size 300 wide and 600mm deep carries working axial compressive load

of 800kN. Design the column using 20mm main steel bars and 8mm tie bars. Assume the grade of

the concrete as M25.

6 A short column of 300 mm x 500 mm size is subjected to an axial factored load of 2000 kN and

factored moments Mux = 80 kNm and Muy = 60 kNm. Determine the main reinforcement only in

the column if the moment due to minimum eccentricity is less than the applied loads. Use M20 –

Fe 415 and 28 mm diameter bar.

C

7 A square R. C. C. column of size 450 x 450mm has concrete grade of M25 and main steel of 12

nos. of 20mm dia. bars (Fe 500). It carries a factored axial load of 1600kN and factored bending

moments of 120kN-m and 60kN-m about two axes. Check the safety of the column if Uniaxial

Bending Moment capacity about each axis is 180kN-m.

A

8 Design a short circular column with helical reinforcement column square to resist a factored axial

load of 2400 KN. Provide all necessary checks and detailed sketch. Use M25 and Fe 415. A




ASSIGNMENT 9: FOOTING DESIGN

1 Explain one way shear check and two way shear check for footing design. A

2 Write the design steps for the RC combined footing. A

3 Design an isolated sloped footing for the column of size 300mmx400mm reinforced with 8 bars

of 16mm diameter carrying an ultimate load of 1000kN. The safe bearing capacity of soil is

180kN/m2. Assume effective cover for bottom steel is 60mm.

C

4 Design an isolated sloped footing for the column of size 300mmx500mm reinforced with 6 bars of

20mm diameter carrying an ultimate load of 900kN. The bearing capacity of soil is 260kN/m2.

Use M20 and Fe415. Effective cover for bottom steel is 60mm.

A

5 An R. C. C. column of the size 300x300 mm is loaded by a working axial compressive load of

700kN. If the Safe Bearing capacity of the soil is 150kN/m2, design the suitable square slopped

individual footing for the same giving check for the shear.

6 An RCC column of size 350 mm x 350 mm reinforced with 8 mm 16 mm diameter bars carries

characteristic load of 800 kN. The allowable bearing pressure on soil is 200 kN/m2. Design

isolated pad footing. Use M20 and Fe 415 for both column and footing. Carry out all checks. Draw

detail reinforcement layout also. Assume 10% dead load of footing.

7 Determine the plan dimensions of a combined footing for two axially loaded columns with

following data if (1) width is not restricted, considering 1 m projection from C1 (2) width is

restricted to 2.3 m. Assume self weight of footing is 15% of axial loads.

Columns C1 C2

Type Interior Interior

Size 400 mm x 400 mm 400 mm x 400 mm

P 1000 kN 1200 kN

Spacing 3 m c/c from C1 to C2

ABP 150 kN/m2 at 1.6 m depth

A




ASSIGNMENT 1 : INTRODUCTION

1 Discuss advantages and disadvantages of structural steel.

2 What is the difference between Mild steel and HYSD steel. Also state the few characteristics of

both types of steel.




ASSIGNMENT 2 : BOLTED CONNECTION

1 Two plates 80 mm wide and 12 mm and 20 mm thick are connected by lap joint to resist design

tensile load of 70 KN. Design a lap joint using M16 bolts of grade 4.6 and grade 410 plates.

2 State advantages and disadvantages of bolted and welded connection.

3 Design the bolted connection to transmit an axial force equals to the strength of the plate. Here

two plates of size 200 X 12 mm of grade 410 are to be connected by 22 mm diameter bolt by

using butt joint. Assume grade of bolt is 4.6.

4 A member of steel roof truss consist of two angle section ISA 90 X 90 X 6 mm placed back to

back on either side of 8 mm thick gusset plate. The member carries an ultimate tensile load of

190 Kn. Design the connection if diameter of bolts provided is 20 mm of product grade 5.6.

Ultimate tensile stress in the plate is 410 Mpa.

5 Design and detail a connection for a truss member 2-ISA60x60x8mm connected back-to-back on

both the sides of a 10mm thick gusset plate using M20 bolts of property class 4.6 grade. The

axial factored load in the member is 150kN.

6 Why are the connections using HSFG bolts called slip critical connection? What is a main

purpose of a washer in HSFG bolts?

7 Design a lap joint and butt joint between two plates having thickness 12 mm and 16 mm are

connected by a single bolted joint with 20 mm diameter bolts at 75 mm pitch. Calculate the

efficiency of the joint. Take fu of plate as 410 MPa and assume 4.6 grade bolts.

8 Draw neat and clean figures for beam to beam connection and beam to column connection in

steel design.

9 Design the bolted connection to transmit an axial force equals to the strength of the plate. Here

two plates of size 200 x 12 mm of grade 410 are to be connected by 22 mm diameter bolt by

using butt joint.

10 Design a lap joint for connecting two plates, 180 mm wide and 12 mm thick, subjected to design

tensile load of 220 kN. Use Fe 410 grade of plate and 8.8 grade HSFG bolt of 20 mm diameter.

11 Design a seat angle connection between a beam ISMB 250 and column ISHB 200 for a reaction

of beam 90 KN, using M16 bolts of property class 4.6. Take Fe 410 grade steel with fy=250 MPa.

12 Design a stiffened seat angle for a reaction of 160 KN from beam of ISMB 300 using M16

bolts of grade 4.6. The beam has to be connected to ISHB 200 column. Assume Fe 410 grade

steel with fy = 250 MPa.

13 Design a bolted web cleat connection for an ISMB 600 and two coped beams of size ISMB 400

(300 KN reaction due to factored loads) and ISMB 250 (75 KN reaction due to factored loads)

using grade 8.8 bolts of 20 mm diameter.




ASSIGNMENT 3 : WELDED CONNECTION

1 What are the advantages and disadvantages of welding connection.

2 Explain types of welding with neat sketches.

3 Explain various notation of welding.

4 Why are end returns provided in fillet weld.

5 An ISA 125 X 875 X 8 mm is to be connected with 8 mm thick gusset plate with its longer leg

connected by 4 mm size weld to transfer an axial pull of 120 KN. Design the welded connection

and show the details by sketch. Assume steel grade Fe 410.

6 Two plates of width 200 mm and thickness 10 mm are required to be designed, using welded

connection for 100 % efficiency. Use slot’s welded if required.

7 Design a suitable fillet weld to connect a tie plate 100 mm x 8 mm to a 12 mm thick gusset

plate. The plate is subjected to load equal to tension capacity of the member. Assume shop

welding. Provide only side fillets. Assume Fu 410 MPa and fy 250 Mpa.

8 Design the welded connection for an ISA 90x90x8 mm which is to be connected with 10 mm

thick gusset plate by 6 mm fillet weld on sides and at the end of the member to transfer tensile

load of 150 kN. Take Fe 410 grade steel and field welding. Draw neat sketch of connections.

9 A beam ISMB 400 is connected to the flange of a column ISHB 300. The beam is transferring a

factored end reaction of 250 KN and factored moment of 25 KN-m. Design a suitable welded

connection with fillet weld on both the sided and at the top and bottom of the beam.

10 Two plates of thickness 12 mm and 16 mm are to be joined by single V-groove weld with partial

penetration. The joint is subjected to a factored tensile force of 200 kN. Assuming effective

length of 100 mm, check the safety of the joint.

11 A tie member consisting of ISMC 225 @25.9 kg/m is connected to either side of the gusset plate

of 12 mm thickness. Design the welded joint to develop full strength of the tie if the overlap is

limited to 400 mm.

12 Calculate the size of weld required to connect a bracket to the flange of column ISHB 200. The

bracket is supporting a factored load of 80 kN.

13 Design a welded seat angle connection between a beam ISMB 300 and column ISHB 250 for a

reaction of beam 100 kN. Assume steel grade Fe 410 and field welding.




ASSIGNMENT 4 : TENSION MEMBER

1 Elaborate the effect of shear leg in tension member with necessary sketch.

2 What do you mean by “LUG ANGLE”? Design a tension member of a roof truss to carry a

factored axial tension of 350 kN using lug angle.

3 A single equal-leg angle 100x100x10mm is connected to a gusset plate of 10mm thick at the

ends with 6 bolts of 20mm diameter in a single line at a gauge distance of 60mm to transfer

tensile force. Determine the design tensile strength of the angle. Assume edge distance as

40mm & pitch for the bolts as 50mm.

4 A tension member comprise of the single angle ISA 80 X 80 X 8 mm is connected by 7 nos. of 16

mm dia. Bolt to the 10 mm thick gusset plate. Calculate the tensile load capacity of the member.

Take edge distance as 30 mm and pitch as 50 mm for bolt connection.

5 A single unequal angle 100 X 75 X 6 mm is connected to an 8 mm thick gusset plate at the ends

with six 18 mm diameter bolts to transfer tension. Determine the design tensile strength of the

angle assuming that the yield and ultimate stress of steel used are 250 Mpa and 410 Mpa.

Assume that the longer leg is connected to the gusset plate. Use 40 mm pitch and 40 mm edge

distance and 6 Nos. of bolt.

6 Determine the tensile strength of a roof truss diagonal 100 x 75 x 6 mm having fy = 250 MPa

connected to gusset plate by 4 mm welds of 140 mm long at top and 310 mm long at bottom.

The longer edge of 100 mm was connected to plate of 8mm thickness.

7 A tension member comprises of the single angle ISA90 x 60 x 6mm is connected by 7 nos. of

16mm dia. Bolt to the 10mm thick gusset plate.Calculate the capacity of the member if shorter

leg is connected. Take edge distance as 40mm and pitch as 50mm.

8 Design a tension member to carry a tensile load of 150 kN. Select suitable single angle assuming

a single row of M20 bolt of 4.6 grade. Take fy= 250 N/mm2.

Design a double angle discontinuous strut to carry a factored load of 300 kN. The length

(between intersections) of the member is 3.0 m. The two angles are placed back to back on the

same side of gusset plate. Use grade Fe 410 steel.

10 Design a tension member to carry a factored tensile load of 300 KN. Assume single row of M24

bolts grade 4.6 and grade of steel Fe 419. Provide all necessary checks.

11 Design a tension member to carry a factored load of 230 KN. Use single unequal angle with 4

mm fillet weld for the connection to gusset plate. Length of member is 3m. Take Fy 250 MPa

and Fu 410 MPa.

12 Find the tensile strength of an angle section ISA 120 x 80 x 8 mm connected by the gusset plate

by 5 mm weld at toe and back.




13 Design a tie member of roof truss subjected to working loads of 80 KN (DL) and 120 KN (LL). Use

double angle connected back to back on either side of gusset 8 mm thick. Use bolted

connection. Fy = 250 MPa and Fu = 410 MPa for both member and bolt material. What will be

the capacity if the angles are connected on the same side of the gusset plate.

14 A truss member is analyzed and found that following loads are acting on it. 1) Dead Load =

100kN (Tension) and 2) Live Load = 75kN (Tension).If the length of the member is 2.0m between

the connections and is connected to the 8mm thick gusset plate, design the member comprising

of 2 unequal angle sections longer leg connected to gusset plate. Assume that the member is

connected to gusset plate by 7 nos. 16mm bolts.

15 A member of steel roof truss consist of two angle sections ISA 90 x 90 x 6 mm placed back to

back on either side of 8 mm thick gusset plate. The member carries an ultimate tensile load of

190 KN. Design the connection if diameter of bolts provided is 20 mm of product grade 5.6.

Ultimate tensile stress in the plate is 410 Mpa.

16 Design a tension member to carry a factored load of 260 KN. Use single unequal angle section

with 6 mm fillet weld used to connect to the gusset plate of thickness 8 mm. Assume length of

the member 3.5 m and fu for plate is 410 Mpa.




ASSIGNMENT 5 : COMPRESSION MEMBER

1 Explain the failure modes of steel section column.

2 Determine axial compressive load carrying capacity of a 2.3m long single angle strut

ISA75x50x8mm. The longer leg is connected to the gusset plate with two bolts at each end.

Assume hinged condition.

3 Compute the compressive strength of an angle section ISA 90 x 90 x 8 mm. The angle is loaded

by one angle when it is connected by two bolts at each end.

4 Calculate compressive strength of 2 ISA 80 X 80 X 8 mm placed on either side of gusset plate 8

mm thick with effective held in position at both ends but restrained against rotation at one end.

The length of member is 3 m and fy is 250 MPa.

5 A double angle discontinuous strut consists of 2- ISA 75 X 75 X 8 mm placed on the same side of

the gusset plate of 10 mm thickness and tack bolted. The length of the member is 3.2 m

between the intersections. Determine the compressive strength of the member. Assume Fu 410

Mpa and Fy 250 Mpa. Strut is hinged at both the ends.

6 Calculate compressive strength of 2 ISA 80 x 80 x 8 mm placed on either side of gusset plate 8

mm thick with effective held in position at both ends but restrained against rotation at one end.

The length of member is 3 m and fy is 250 MPa.

7 A truss member is analyzed and found that following loads are acting on it. 1) Dead Load =

100kN (compression) and 2) Live Load = 75kN (compression). If the length of the member is

2.25m between the connections and is connected to the 10mm thick gusset plate, design the

member comprising of 2 equal angle sections. Assume that the member is connected to gusset

plate by more than 2 nos. of bolts.

8 Design a single angle discontinuous strut to carry a factored load of 85 kN. The c/c distance

between its joint is 3.3 m. Assume two bolts at each end and fixed conditions take fy=250

N/mm2.

9 Design a double angle discontinuous strut to carry a factored load of 200 KN. The length of the

member is 3.0 m between intersection. The two angles are placed back to back on the same

side of gusset plate. Assume grade Fe 410 steel with fy = 250 MPa.

10 Calculate the compressive resistance of a compound column consisting of ISHB 300 with one

cover plate 350 x 20 mm on each flange and having a length of 5 m. assume that bottom of

the column is fixed and top is pinned, fy = 250 MPa

11 Design a column of I- section in a building subjected to axial factored compressive load of

900kN. The height of column is 4.5m with both ends fixed. It is braced in order to prevent

buckling about the weaker axis at a half the length of the column.




12 A simple support column has length of 6.0m between supports. It is fabricated form ISMB550.

Calculate the maximum compression working load capacity of the column.

13 Determine the design axial load on the column section ISMB 350 having 3.0 m, hinged at both

ends. Take fy = 250 MPa.

14 Calculate the compressive strength of a compound column consist of ISHB 450 with one cover

plate of 250 X 20 mm on each flange and having length of 3.5 m . Assume that the bottom of

column is fixed and top is pinned. Grade of steel Fe 410.

15 Calculate the compressive strength of a compound column consist of ISHB 350 with one cover

plate of 400 x 20 mm on each flange and having length of 4 m.assume that the bottom of

column is fixed and top is pinned. Take fy = 250 Mpa.

16 A compound column comprising of 2-ISMC 300 placed back to back at a distance of 160 mm has

actual length 4.2 m with both ends effectively held in position and restrained against rotation.

Find load carrying capacity of the column. Take fy = 250 MPa. Assume the column is laced.

17 A steel column comprising of two ISMC300 forming a rectangle of 300mmx300mm. It has total

length of 4.5m and is restrained against both rotation and translation at bottom end and

restrained against translation only at upper end. Calculate the maximum factored load that can

be applied on the same.

18 A steel column is loaded by a working load of 600kN. The length of the column is 3.4m and is

restrained against both at the one end and is restrained against translation only at the other

end. Design suitable I section for the same.

19 Design a steel column to carry an axial load of 1300 kN. The length of column is 4.0 m and fixed

at both ends. Take fy = 250 N/mm2.




ASSIGNMENT 6 : LACING & BATTENING

1 Draw the neat sketch of lacing systems, battening systems and slab base foundation for steel

columns.

2 A built up column with 2 ISMC 350, back to back, at spacing of 150 mm, is carrying an axial load

of 1000 kN. Length of column is 9 m. It is held in position both ends but not restrained in

direction. Design a suitable double lacing system.

3 A column restrained against rotation and translation both at both the ends has length of 6.0 m.

it is fabricated form 2ISMC 350 face to face forming a rectangular of 500 X 350. It is loaded by an

axial compressive factored load of 1600 KN. Design suitable lacing or battening system for the

same.

4 Design double lacing system, when a built up column two ISMB 450 at back-to-back spacing 230

mm subjected to an axial force 1400 kN. Assume the length of column is 8 m and both ends of

column are not restrained. Draw necessary sketches.

5 A built up column 2 ISMC-350 at back to back spacing 220 mm is carrying an axial load of 1050

KN. Length of column is 10 m. it is held in position at both the ends but not restrained in

direction. Design suitable double lacing system.

FOOTING DESIGN

1 Write the steps for design of base plate.

2 A steel column ISMB 600 is loaded by the factored axial compressive load 550 KN. Design the

suitable slab base for the column if it is resting on the concrete of grade M30.

3 Design and detail a slab base plate for a column ISHB 450 @ 87.24kg/m of 4m length. The

factored load on column is 1250kN. The grade of concrete used for pedestal is M20.

4 A steel column ISMB500 is loaded by the factored axial compressive load1000kN. Design the

suitable slab base foundation for the column if it is resting on the M20 grade of concrete.

5 Design a slab base footing for built up column consisting of two ISLC 350 back to back separated

by a distance of 180 mm and carrying factored load of 1400kN. Concrete grade M15 and steel

Fe410, Bearing capacity of soil 250 kN/m2.

6 A column section ISHB 250 @ 500.3 N/m is carrying a factored load of 600 KN. Design a suitable column splice. Use 16 mm dia. and 4.6 grade bolts and steel of grade Fe 410.




ASSIGNMENT 7 : FLEXURAL DESIGN FOR BEAM

1. Discuss the procedure for the design of steel member subjected to both axial compressive force

and bending moment.

2. Explain various structural members with neat sketches, which will be designed as a beam-column

(Combination of Bending with axial compression). Mention the design steps involved for beam-

column as per IS: 800, 2007.

3. Discuss the procedure for the design the steel member subjected to combined axial and bending

loading.

4. Design a simply supported steel beam of 5 m span carrying factored load of 40kN/m. The

compression flange of the beam is laterally restrained throughout. Check for web crippling is not

required. Take fy= 250 N/mm2.

5. A simple support beam is laterally supported over the span of 8m and loaded by a super imposed

load of 30kN/m over the entire span and 100kN and centre. Design the beam using ISMB section

and check for all the safety.

6. Design a simply supported steel beam of 7 m spam carrying a RC floor capable of providing lateral

restraint to the top compression flange. The total factored udl subjected was 53.6 kN/m throught

and factored point load act at center as 150 kN. Use ISMB section. Perform the check for web

buckling only.

7. A beam of ISMB550 has simple support span of 9m and is laterally supported at center only.

Calculate the maximum all inclusive factored udl it can support.

8. Design a built up column with two channels toe-to-toe to carry a factored load of1700 kN. Take

the effective length as 5.2m. Design it as a laced column and also design the lacing.

9. A simple support beam is laterally supported over the span of 6m and loaded by an all-inclusive

factored udl of 30kN/m over the entire span and 100kN and center. Design the beam using ISMB

section and check for all the safety.

10. A beam of ISMB600 has simple support span of 9m and is strengthened by cover plates of size

300x10mm thick on both the faces. Assuming that it is laterally supported over entire span,

calculate the maximum factored udl that can be applied on it.

11. Calculate the moment carrying capacity of a 3.5 m long ISMB 450 beam which has full torsional

restraint and no warping restraint at ends.

12. Design a laterally unrestrained compression flange simply supported beam of span 5 m subjected

to working loads. Where DL = 10 kN/m and LL= 7 kN/m.

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