VALLIAMMAI ENGINEERING COLLEGE

SRM Nagar, Kattankulathur – 603 203

DEPARTMENT OF CIVIL ENGINEERING

ME STRUCTURAL ENGINEERING

QUESTION BANK

II SEMESTER

ST5201 ADVANCED STEEL STRUCTURES

Regulation – 2017

Academic Year 2017 – 18

Prepared by

Mr. S.Suresh babu, Assistant Professor/CIVIL

SUBJECT : ST5201 ADVANCED STEEL STRUCTURES

SEM / YEAR: II/I

UNIT-I GENERAL

Design of members subjected to combined forces – Design of Purlins, Louver rails, Gable

columnand Gable wind girder – Design of simple bases, Gusseted bases and Moment Resisting

Base Plates.

PART - A

Q.no Questions BT

Level

Competence

1. V What is a column base? BT-1 Remembering

2. Classify the column bases provided for steel structures BT-3 Applying

3. What do you mean by gusset base? BT-1 Remembering

4. Define cleat angles BT-1 Remembering 5. Draw neat sketches for different types of splices and different types

of base connections. BT-3 Applying

6. Define the terms i) Purlin ii) Louver BT-1 Remembering

7. What is meant by gable girder? BT-1 Remembering

8. List the types of base plates used in practice. BT-1 Remembering

9. Describe the steps to be followed while designing a slab base. BT-2 Understanding

10. Describe the steps to be followed while designing a gusseted base. BT-2 Understanding

11. Explain a moment resistant base. BT-4 Analysing

12. Classify the types of moment resistant bases. BT-3 Applying

13. Summarize the advantages of using Purlins in industrial buildings. BT-6 Creating

14. Compare braced building and un-braced buildings. BT-4 Analysing 15. Compare the gable frames with ordinary frames and draw a neat

sketch of it. BT-4 Analysing

16. Differentiate between moment resisting plates and shear resisting

plates BT-2 Understanding

17. Rewrite the functions of eaves girder BT-5 Evaluating

18. Discuss about a gable wind girder BT-2 Understanding

19. Rewrite the functions of gable wind girder. BT-5 Evaluating

20. Summarize the limitations of stress concentration factor. BT-6 Creating

PART - B

1. Design a ‘I’ section purlin, for an industrial building situated in the

outskirts of Allahabad, to support a galvanized corrugated iron sheet

roof for the following data:

a) Spacing of the truss c/c :6m,

b) Span of truss :12m,

c) Spacing of purlins c/c: 1.5m,

d) Intensity of wind pressure :2kN/m2,

e) Weight of galvanized sheets :130N/m2, Assume the Grade of steel

as Fe 410.

BT-5

Evaluating

2. Explain the following:

(i) Sag rods

(ii) Principal rafter

(iii) Roof trusses

(iv) Bracing

BT-6

Creating

3. Examine and prepare the design of a column consisting of ISHB 350

@67.4 kg/m carries an axial load of 350KN and a bending moment of

100 kNm in the plane of web. Design the attached base for the

column with the provision of anchor bolts to resist the bending

moment. Take permissible bearing pressure on footing as 4N/mm2 .

BT-1

Remembering

4. Discuss the design the slab base for the column consisting of ISHB

300 @ 58.8kg/m and carrying an axial load of 1000kN. Take the

allowable bearing pressure on concrete as 4 N/mm2

BT-2

Understanding

5. Examine and design a slab base for a steel column ISMB 350 having

width of flange 250 mm and carrying an axial compressive load of

1000 kN. If permissible compressive stress in concrete is 4 MPa &

permissible bending stress in base plate is 185 MPa. Take bearing

capacity of soil as 300 kN/ m2.

BT-1

Remembering

6. A steel stanchion consisting of ISHB 350 @67.4 kg/m carries an

axial load of 400kN and a moment of 50kNm in the plane of the web.

Analyse and design the base of the column with attached base plate

and initially tensioned bolts. The allowable bearing pressure on

footing is 4 N/mm2 . The bolts may be given tension of 140 N/ mm2

BT-4

Analysing

7. Discuss the design a roof truss for an industrial building with 25 m

span and 120 m long. The roofing is galvanized iron sheeting. The

basic wind speed is 50 m/s and terrain is open industrial area and

building is class A building. The building clear height at the eaves is

9 m.

BT-2

Understanding

8. Calculate and design a suitable moment resisting base for a column

subjected to an axial load of 360kN and moment of 130kNm. The

column section is ISHB 400 @ 822 N/m. safe bearing pressure in

concrete is 4000 kN/ m2.

BT-3

Applying

9. An industrial building is proposed to be built in Bangalore city

where the basic wind pressure is 33m/s. Particulars of the building

are:

Length: 120m Width: 24m

Roof truss: Fink

Eaves height: 8m above GL

Truss span: 24m Rise: 5m

Truss spacing: 5m Purlin Spacing: 1.3 m

Ground: Plain Land Roofing Sheet: AC Sheets

Estimate the design of the purlin using channel section.

BT-1

Remembering

10. Discuss briefly the following with neat sketches.

(i) bracing system in roof truss

(ii) Connection of purlin to rafter

(iii) Anchorages of truss with concrete column.

BT-5

Evaluating

11. Draw a neat sketches of different types of splices and different types

of types of connections BT-3 Applying

12. (i)Discuss the design procedure of base slab for transmiting the

column forces to the foundation safely?

(ii)Explain the design procedure for channel section purlin and

angle section purlin

BT-2

Understanding

13. Explain the following:

(i) Louver rails

(ii) Gable column BT-6

Creating

14. (i) State the different steps to be followed while designing the slab

base?

(ii)What are the types of base plates used in practice?

BT-1 Remembering

PART - C

1. An industrial building is made up of 10 gable frames spaced at 6m

apart. The frame has 18m span and 4m rise with column height 6m

above GL. Assuming the column bases are at 700mm above

ground level and hinged, determine the design the frame for dead

and live loads only.

BT-4

Analysing

2. An industrial building is with the following details

Span:20m, Length: 120, Roofing: GI Sheets, Basic wind speed:

45m/s, terrain: open; industrial area, Class of building: Class A,

The clear height at eaves:9m . Justify and design its roof truss.

BT-1

Remembering

3. Do the calculations and design a slab base for a steel column with

the following data.

Column section: ISMB 300; Axial compressive load of 1000 kN.

Permissible compressive stress in concrete: 4 MPa

Permissible bending stress in base plate :185 MPa.

Consider SBC of soil as 300 kN/ m2.

BT-3

Applying

4. Discuss the design a suitable purlin section, for the industrial

building.

a) Spacing of the truss c/c :5m,

b) Span of truss :10m,

c) Spacing of purlins c/c: 1.5m,

d) Intensity of wind pressure :2kN/ m2,

e) Weight of galvanized sheets (GI Sheets):130N/ m2,

f) Location of the building: Indore,

g) Grade of steel: Fe 410.

BT-2

Understanding

UNIT II DESIGN OF CONNECTIONS

Types of connections – Welded and Bolted – Throat and Root Stresses in Fillet Welds – Seated

Connections – Unstiffened and Stiffened seated Connections – Moment Resistant Connections – Clip

angle Connections – Split beam Connections – Framed Connections HSFG bolted connections

PART - A Q.no Questions BT

Level

Competence

1. V What are shear connections? BT-1 Remembering

2. Explain the moment connections BT-6 Creating

3. Draw the moment rotation curve for different types of connections BT-3 Applying

4. Define un-stiffened seat connections BT-1 Remembering

5. Explain stiffened seat connections BT-4 Analysing

6. What is bracket connection? BT-1 Remembering

7. Classify the types of bracket connections explain with neat sketch. BT-4 Analysing 8. Discuss the examples for connections subjected to eccentric shear. BT-2 Understanding

9. Illustrate the types of heavy moment connections? BT-2 Understanding

10. What are split beam connections? BT-1 Remembering

11. Draw the sketch of split beam connections BT-3 Applying

12. Describe bolted bracket connections with a neat sketch. BT-2 Understanding

13. Compose some examples for light moment connections BT-5 Evaluating

14. Rewrite the formula for finding the bearing length of seat angle in

the beam to column connection?

BT-5 Evaluating

15. Write the formula for finding the moment of resistance of clip angle BT-1 Remembering

16. Explain how you will determine the diameter of the bolt hole. BT-4 Analysing

17. Describe the advantages and disadvantages of bolted connections. BT-2 Understanding

18. Classify various types of bolts used for structural purposes? BT-3 Applying

19. List the categories of imperfections in welding. BT-1 Remembering

20. Explain the stiffened seat connection with a sketch BT-6 Creating

PART - B

1. Design a bolted bracket connection to support an end reaction of

400kN because of the factored loads supported by the beam. The

eccentricity of the end reaction is shown in the figure. The steel used

is of grade Fe410. Use bolts of grade 4.6. The thickness of bracket

plate may be taken as 10mm.

BT-5

Evaluating

2. (i) Describe and design a bracket connection to transfer an end

reaction of 225kN due to factored loads as shown in the fig.

The end reaction from the girder acts at an eccentricity of

300mm from the face of the column flange.

(ii) Also design bolted joint connecting the Tee flange with the

column flange. Steel is of grade Fe410 and bolts of grade

4.6.

BT-1

Remembering

3. A bracket plate 10 mm thick is used to transmit a reaction of 100 kN

at a distance of 125mm from column flange as shown in fig. Design

the welded connection .Draw design details.

BT-3

Applying

4. (i) Briefly explain the difference between bolted and welded

connections

(ii) Distinguish the following:

a) Factor of safety and partial factor for loads

b) Characteristics loads and design loads

BT-4

Analysing

5. Discuss and design a single unequal angle strut to carry a load of 90

kN. The angle is connected by its longer leg to 8 mm thick gusset

plate. The effective length of the member is 2.5 m. Also design the

plate bolted end connections.

BT-2

Understanding

6. An ISLB 325 @ 43.1 kg/m transmit an end reaction of 125 kN to the

web of ISHB 300@ 63 kg/m. Design the bolted connection . Draw

the design details. BT-3

Applying

7. A ISMB 500@ 0.869 kN/m transmits an end reaction of 130 kN to

the flange of column ISHB 250@ 0.510 kN/m. Design an un-

stiffened welded seat connection.

BT-5

Evaluating

8. A ISMB300, @ 0.442 kN/m transmits an end reaction of 11 kN and

an end moment of 80kNm to the flange of a column ISHB300, @

0.630 kN/m. Identify and design the welded connections. BT-1

Remembering

9. An ISLC300@324.7N/m(Fe410 grade of steel) is to carry a factored

tensile force of 900kN. The channel section is to be welded at the

site to a gusset plate 12mm thick. Summarize and design a fillet

weld, if the overlap is limited to 350mm.

BT-2

Understanding

10. Design and discuss about strut of single unequal angle to carry a

load of 100 kN. The angle is connected by its longer leg to 10 mm

thick gusset plate. The effective length of the member is 2 m.

BT-2

Understanding

11. Calculate the of a 20mm diameter bolt of grade 4.6 for the following

connections. The main plates to be jointed are 12mm thick

(i) Lap joint

(ii) Single cover butt joint the cover plate being 10mm thick

(iii) Double Cover joint . each of the cover plate being 8mm thick.

Assume suitable datas.

BT-6

Creating

12. (i) Give examples for light moment connection

(ii) Design a split beam connection to transfer a factored shear

150KN and a moment of 50KNm from the end of the beam

ISMB 350 to a column of ISHB 300 use 16mm dia bolts.

BT-4

Analysing

13. (i) Explain the two main types of moment-resistance

connections?

(ii) Explain (a)Split-T beam Connection (b) Column spice &

beam Spice

BT-6

Creating

14. Write Short Notes on

(i) Unstiffened seat angle connection

(ii) Stiffened seat angle connection

(iii) Framed Connection

BT-1

Remembering

PART - C

1. Two flats , of Fe410 grade steel, each 210mmx 8mm are to be jointed

using 20mm diameter, 4.6 grade bolts, to form a lap joint. The joint is

supposed to transfer a factored load of 250kN. Justify and design the

joint and determine suitable pitch for the bolts.

BT-1

Remembering

2. Two plates 10mm and 18mm thick are to be joined by double cover

butt joint. Summarize and design the joint for the following data.

Factored design load: 750kN

Bold diameter: 20mm

Grade of steel: Fe410

Grade of bolts: 4.6

Cover plates 2 (one on each side): 8mm thick

BT-6

Creating

3. A single –bolted double-cover butt joint is used to connect two plates

which are 8mm thick. Assuming 16mm diameter bolts of grade 4.6 and

cover plates to be 6mm thick, calculate the strength and efficiency of

the joints, if 4 bolts are provided in the bolt line at a pitch of 45mm.

Also determine the efficiency of the joint if two lines of bolts with 2

bolts in each line have been arranged to result in a double-bolted

double-cover butt joint.

BT-4

Analysing

4. A 120mm diameter and 6mm thick pipe is fillet welded to a 14mm

plate. It is subjected to a vertical factored load of 4.5kN at 1m from the

welded end and a factored twisting moment of 1.8kNm. Examine and

design the joint assuming shop welding and steel of grade fe410.

BT-1

Remembering

UNIT III ANALYSIS AND DESIGN OF INDUSTRIAL BUILDINGS

Analysis and design of different types of trusses – Analysis and design of industrial buildings – Sway

and non sway frames – Aseismic design of steel buildings.

PART - A

Q.No Questions BT

Level Competence

1. V Explain the stability of a chimney is checked during the design

process. BT-4 Analysing

2. Classify the types of loads for which an industrial building is to be

designed.

BT-4 Analysing

3. Define characteristic load. BT-1 Remembering

4. Write about connection which is generally adopted for tubular steel

trusses? State its benefits. BT-5 Evaluating

5. Differentiate between self supporting steel chimneys and guyed steel

chimneys.

BT-2 Understanding

6. What should be the minimum height of lining for a chimney? BT-1 Remembering

7. Write about the forces acting on the self supporting steel chimney. BT-5 Evaluating

8. Discuss about sway and non sway frames BT-2 Understanding

9. Explain about the major components of an industrial building BT-4 Analysing

10. Discuss about a gantry girder and draw a sketch of it. BT-2 Understanding

11. Discuss the application of pratt-truss and draw a neat sketch of it BT-2 Understanding

12. What are the loads that will act on roof trusses? BT-1 Remembering

13. Summarize the methods available for the analysis of roof trusses BT-6 Creating

14. What are end bearings? BT-1 Remembering

15. Explain the types of crane column BT-6 Creating

16. What are girts? BT-1 Remembering

17. Draw the neat sketch of live pan truss and mention its application. BT-3 Applying

18. How is economical spacing of roof trusses obtained? BT-3 Applying

19. Identify the loads that will act on the column of crane girder . BT-1 Remembering

20. Describe some examples for industrial building. BT-2 Understanding

PART - B

1. A self-supporting steel stack .is 80m high and its diameter at the top is

3m.Design the plates for the stack. Adopt the wind force as per IS:

875. The location of place is such that the intensity of wind pressure

up to 30m height is 1.5kN/m2 .The foundation and riveted joints need

not be designed.

BT-5

Evaluating

2. Explain how the base plate of a chimney is designed. BT-1 Remembering

3. Analyze and design only the chimney of a self-supporting stack of

effective height 30 m, having its diameter at top equal to 2 m. Take

wind pressure intensity as 1.5 kN/mm2 uniform throughout its height.

Assume uniform values of permissible tensile and compressive

stresses as 120 N/mm2 and 90 N/mm2.

BT-4

Analysing

4. Describe and design a simply supported gantry girder to for the

following data:

Crane capacity : 160 KN

Self weight of crane girder : 200 KN

Self weight trolley, electric motor, hooks etc. : 50KN

Min. approach of crane hook to the gantry girder : 1.6 m

Wheel base : 2.8 m

c/c distance between gantry rail : 12 m

c/c distance between column : 6m

Self weight of rail section : 300 N/m

Check the section for maximum bending moment due to vertical

forces, lateral forces and longitudinal forces.

BT-1

Remembering

5. Briefly explain the various steps involved in the design of roof trusses. BT-3

Applying

6. Determine the design forces in the members of the steel roof truss as

shown in the fig. 16m span and resting on brick masonry walls. The

trusses are placed 8m c/c. the rise of the truss is ¼ of the span.

Roofing is of asbestos cement of dead load 171 N/ mm2.The wind load

normal to roof truss is 940N/ mm2. One end of the truss is hinged and

the other end is supported on rollers.

BT-4

Analysing

7. Discuss and design a fink type roof truss for an industrial building for

the following data:

Overall length-48m

Overall width-16.5m

Width c/c roof column-16m

Height of column-11m

Roofing material- asbestos cement sheets

Side covering- asbestos cement sheets

The industrial building is situated in Allahabad. Assume the missing

data.

BT-2

Understanding

8. Illustrate elaborately about the items that are to be considered while

planning and designing an industrial building. BT-3 Applying

9. Explain various steps involved in the design of gantry girder. BT-6 Creating

10. An industrial building is made of 10 portal frames spaced 6m apart.

The frame has a span of 20m and 4m rise with a column height of 6m

above ground level. Assuming the column bases are hinged, discuss

and design the frame for dead, live and wind loads as per IS875.

BT-2

Understanding

11. (i)Explain about Live pan , Pratt and north light trusses roof.

(ii)Write down the steps involved in the design the roof trusses BT-5 Evaluating

12. The Plan and elevation of a three- storey school building is shown in

figure. The building is located at Kolkata (Zone III). The type of soil

encounted is medium stiff and it is proposed to design the bulding

with special moment frames. The intensity of DL is 10KN/m2 and the

floors are to cater IL of 3KN/m2. Determine the Lateral loads on the

various floor levels of theStructure by Static analysis

BT-3

Applying

13. Explain in detail about Sway and Non Sway frames BT-6 Creating

14. Discuss in detail about Aseismic design of steel buildings.

BT-2 Understanding

Understanding PART - C

1. Discuss bout a roof truss and design itsa roof truss, rafter bracing,

purlin, tie runner, side runner and eave girder for an industrial building

located at Guwahati with a span of 20m and a length of 50m. the

roofing is galvanized iron sheeting. Basic wind speed is 50m/s and the

terrain is an open industrial area. Building is Class B building with a

clear height of 8m at the eaves.

BT-2

Understanding

2. A flat roof building of 18m span has 1.5m deep trusses at 5m centers.

The total dead load is 0.7kN/m2 and the imposed load is 0.75kN/m2.

Design the truss using angle sections with welded internal joints and

bolted field splices

BT-5

Evaluating

3. Describe and design a gantry girder to be used in an industrial building

carrying a manually operated overhead travelling crane , for the

following data:

Crane capacity:200kN

Self-weight of the crane girder excluding trolley:200kN

Self-weight of the trolley, electric motor, hook etc:40kN

Approx. minimum approach of the crane hook to the gantry girdr:1.2m

Wheel base:3.5m

c/c distance between gantry rails:16m

c/c distance between columns:8m

self-weight of rail section:300N/m

Diameter of crane wheels:150mm

Steel is of grade Fe410.

BT-1

Remembering

4. Describe and design a Pratt-truss as shown in fig. the design wind

pressure is 1200N/m2. The trusses are covered with AC sheets and the

centre-to-centre spacing of trusses is 6m.

BT-1

Remembering

UNIT IV PLASTIC ANALYSIS OF STRUCTURES

Introduction, Shape factor, Moment redistribution, Combined mechanisms, Analysis of portal frames,

Effect of axial force - Effect of shear force on plastic moment, Connections - Requirement – Moment

resisting connections. Design of Straight Corner Connections – Haunched Connections – Design of

continuous beams.

PART - A

Q.No Questions BT

Level

Competence

1. V Describe the plastic method of design. BT-2 Understanding

2. Define ductility. BT-1 Remembering

3. Draw the stress strain curve for mild steel. BT-3 Applying

4. What are perfectly plastic materials? BT-1 Remembering

5. Define plastic section modulus. BT-1 Remembering

6. Explain a plastic hinge. BT-4 Analysing

7. Write about the shape factor. BT-5 Evaluating

8. Write the fundamental conditions for plastic analysis. BT-1 Remembering

9. Explain about beam mechanism. BT-4 Analysing

10. Write about the load factor. BT-5 Evaluating

11. Recall the types of mechanism in plastic analysis. BT-2 Understanding

12. Explain upper bound theorem. BT-4 Analysing

13. Illustrate lower bound theorem BT-3 Applying

14. Summarize the limitations of plastic analysis? BT-6 Creating

15. What is the length and profile of plastic hinge for a simply supported

beam with UDL? BT-1 Remembering

16. Discuss the concept of redistribution of moments. BT-2 Understanding

17. Explain the principle of virtual work BT-6 Creating

18. Illustrate the methods available for plastic analysis BT-3 Applying

19. Describe the section classification as per IS800:2007 BT-2 Understanding

20. What is the collapse load for a simply supported beam with UDL? BT-1 Remembering

PART - B

1. Write the formula and find the shape factor for the following sections

(i) Square of side ‘a’ with its diagonal parallel to z-z axis

(ii) Hollow tube section with its external diameter ‘D’ and

internal diameter ‘d’

(iii) Triangular section of base ‘b’ and height ‘h’

BT-1

Remembering

2. Write the formula and determine the plastic section modulus Zpz, Zpy

for the ISMB225 @ 306.07 N/m. BT-1

Remembering

3. A beam fixed at both ends is subjected to a uniformly distributed load

w on its right half portion. Identify the collapse load if the beam has

uniform cross section. BT-1

Remembering

4. Write the formulae and determine the plastic modulus for the section

shown.(All dimensions are in mm)

BT-1

Remembering

5. A continuous beam is subjected to loads as shown in fig. Assume a load factor of 1.7 .

Analyze and design its section.

BT-4

Analysing

6. Discuss and find out the collapse load for a portal frame of uniform

cross-section as shown in fig.

BT-2

Understanding

7. Discuss and determine the collapse load for the frame shown below:

BT-2

Understanding

8. Describe and find the fully plastic moment for the frame as shown in

the fig.

BT-2

Understanding

9. Design the continuous beam with the service load as shown in the fig.

The load factor may be assumed as 1.7. Provide a uniform cross

section throughout the beam.

BT-5

Evaluating

10. A two span continuous beam of uniform section loaded with ultimate

loads as shown in Fig. Determine the required plastic moment of

resistance.

BT-4

Analysing

11. Explain in detail about Moment resisting connections BT-6 Creating

12. Discuss the procrdure involved in design of Straight Corner

Connections BT-2

Understanding

13. Describe Haunched Connections with Sketches BT-2 Understanding

14. Write down the steps involved in design of continuous beams. BT-3 Applying

PART - C

1. Design the continuous beam with the service load as shown in the fig.

The load factor may be assumed as 2. Provide a uniform cross section

throughout the beam.

BT-5

Evaluating

2. Calculate the collapse load for frame as shown in the fig.

BT-3

Applying

3. Explain fully plastic moment and determine the fully plastic moment

required for the frame shown in fig., if all the members have the same

value of Mp.

BT-6

Creating

4. Calculate Mp for the portal frame with electrically operated travelling

crane as shown in figure by ‘Reactant moment diagram’ method. The

roof pitch is 30o. Neglect the effect of wind acting vertically on the

roof. Horizontal wind pressure is = 1 kN/m2 . γf = 1.2 for the combined

effects of wind, crane, dead load and live load.

BT-3

Applying

UNIT V- DESIGN OF LIGHT GAUGE STEEL STRUCTURES

Introduction to Direct Strength Method - Behaviour of Compression Elements - Effective width for

load and deflection determination – Behaviour of Unstiffened and Stiffened Elements – Design of

webs of beams – Flexural members – Lateral buckling of beams – Shear Lag – Flange Curling –

Design of Compression Members – Wall Studs.

PART - A

Q.No Questions BT

Level Competence

1. V What are light gauge steel structures? BT-1 Remembering

2. Discuss the uses of light gauge steel structural members. BT-2 Understanding

3. Explain the codal provisions available for the design of light

gauge steel structural members. BT-4 Analysing

4. Draw the various section available in light gauge steel structural members.

BT-3 Applying

5. Discuss about stiffened compression elements with neat sketches

BT-2 Understanding

6. Explain unstiffened compression elements. BT-4 Analysing

7. What is the significance of shear lag? BT-1 Remembering

8. Illustrate flat-width ratio. BT-3 Applying

9. What is effective design width? BT-1 Remembering

10. Explain local buckling. BT-4 Analysing

11. Write the maximum allowable flat to width ratio for various elements as per IS801:1975.

BT-5 Evaluating

12. Illustrate shear lag. BT-3 Applying

13. Discuss about the torsional buckling. BT-2 Understanding

14. What is point symmentric section? BT-1 Remembering

15. Discuss the bending stress distribution diagram at different

stages of loading with neat sketches?

BT-2 Understanding

16. Write the formula for finding the b/t ratio for load determination. BT-1 Remembering

17. Rewrite the formula for finding the b/t ratio for deflection

determination.

BT-5 Evaluating

18. What is flange curling? BT-1 Remembering

19. What are cold-formed steel structures? BT-1 Remembering

20. Explain effective width calculation in light gauged steel sections. BT-6 Creating

PART - B

1. Two channels with 200mm x 800mm with bent lips are connected

with webs to act as a beam. The thickness of the plate is 2.5mm

and the depth of lip is 25mm. the beam has an effective span of

4m. Formulate the equations and determine the allowable load on

the beam and also find the deflection at the allowable load. The

yield stress of steel is 235N/mm2 and E=2 ×105 N/ mm2

BT-5

Evaluating

2. Illustrate the following with sketches with reference to light-gauge

sections

(i)Stiffened and unstiffened compression elements

(ii)Flat-width ratio

(iii)Effective design width

(iv)Torsional flexural buckling

(v)Point symmetric section

BT-3

Applying

3. Calculate the column section properties and allowable load for the

column section shown in fig below. The effective length of the

column is 3.2 m. Take fy = 235 N/mm2

BT-3

Applying

4. Two channel 200 mm × 80 mm with bent lips are connected with

webs to act as beam as shown. The thickness of plate is 2.5 mm

and the depth of lip is 25 mm. The beam has an effective span of 4

m. Determine the allowable load per meter on the beam. Also,

determine the deflection at the allowable load. The steel has a

yield point of 235 N/mm2. Take E=2 ×105 N/mm2.

BT-4

Analysing

5. (i)Summarize the merits and demerits of cold from light gauge

steel section.

(ii)Also enlist and draw the different sections used in cold from

steel.

BT-6

Creating

6. Identify and determine the allowable load per metre on the beam

as shown below. Also, determine the deflection at the allowable

load. The length of the column is 3.1m. the two sections are joined

together by spot welding. The steel has a yield point of

235N/mm2. Take E = 2 ×105 N/mm2.

BT-1

Remembering

7. Define and describe the following:

(i) Stiffened element

(ii) Un-stiffened element

(iii) Multiple-stiffened element

(iv) local buckling

BT-1

Remembering

8. Discuss the following:

a) Lateral torsional buckling

b) Shear lag

c) Effective design width d) Light gauge steel

BT-2

Understanding

9. Describe and determine the allowable load per metre on the

composite section beam as shown below. Also, determine the

deflection at the allowable load. The length of the column is 3.0m.

The two sections are joined together by spot welding. The steel

has a yield point of 235 N/ mm2. Take E:2 ×105 MPa.

BT-1

Remembering

10. Estimate the allowable load on the light gauge steel beam of

channel section with a lip . The width of web:300mm;Width of

lip:50mm;Width of flange:200mm;Thickness of section: 2.6mm BT-5

Evaluating

11. Design a Stanchion 3.5 m long in a building subjected to a

factored load of 550 KN both the ends of a stanchion are

effectively restrained in direction and position. Use steel of grade

Fe410

BT-6

Creating

12. A steel supported joist with a 4.0 m effective span of UDL of 50

KN over its span inclusive of its self weight . the beam is laterally

supported throughout. Design the beam using working stress

method steel of grade is Fe410.

BT-6

Creating

13. (i)Draw the Typical Cross Section of Cold Form Steel Sections

(ii)Explain the types of stiffened and unstiffened elements

14. Describe in detail about the following:

(i)Lateral buckling of beams

(ii)Compression member

(iii)Flange Curling

(iv)Wall Studs.

BT-2

Understanding

PART - C

1. Two channel 200 mm × 80 mm with bent lips are connected with

webs to act as beam as shown. The thickness of plate is 2.5 mm .

The beam has an effective span of 4.5 m. Estimate the allowable

load per metre on the beam.

BT-2

Understanding

2. Formulate the equations and determine the allowable load per

metre on the beam as shown below. Also, determine the deflection

at the allowable load. The length of the column is 3.2m. The steel

has a yield point of 235 N/ mm2. Take E = 2 ×105 N/mm2.

BT-5

Evaluating

3. Identify and compute the allowable load on the light gauge steel

beam as shown

below:

BT-1

Remembering

4. A top chord member of a roof truss is of hat section as shown in

the fig. It is subjected to a compression of 132.5kN and a moment

of 1636 kNm. The span is 1.7m.Check the safety of the section if

fy=210N/mm2.

BT-4

Analysing