St5101-advance Concrete Structures k6p40

VALLIAMMAI ENGINEERING COLLEGE SRM Nagar, Kattankulathur – 603 203

DEPARTMENT OF CIVIL ENGINEERING (M.E-STRUCTURAL ENGINEERING) QUESTION BANK

I SEMESTER ST5101–ADVANCE CONCRETE STRUCTURES Regulation – 2017 Academic Year 2017 – 18

Prepared by Mr. G.R.Iyappan, Assistant Professor/ CIVIL

VALLIAMMAI ENGINEERING COLLEGE SRM Nagar, Kattankulathur – 603 203. DEPARTMENT OF CIVIL ENGINEERING

QUESTION BANK SUBJECT

: ST5101- ADVANCE CONCRETE STRUCTURES

SEM / YEAR: I/ FIRST UNIT-1 DESIGN PHILOSOPHY Limit state design - beams, slabs and columns according to IS Codes. Calculation of deflection and crack width according to IS Code, interaction curve generation for axial force and bending. PART - A Q.No

Questions

BT Level

Competence

1.

Differentiate and state why limit state method of design is superior from working stress method of design?

BT-4

understand

2.

BT-3

Creating

3.

Tell about balanced, under-reinforced and over-reinforced section? Judge which is more predominant section for design. What doyou mean by flanged beam? Explain with neat sketch?

BT-1

Application

4.

State the difference between 1-way slab and 2-way slab.

BT-2

Evaluate

5.

BT-3

Analyze

BT-1

Evaluate

7.

Report the factors affecting the crack width of RC beams and mention the limiting value of crack width as per IS code. How does shrinkage of concrete lead to deflection in reinforced concrete flexural Assess about slender columns.

BT-5

understand

8.

How the effective length of column is determined?

BT-1

Analyze

9.

Express When we will opt for doubly reinforced beam and why?

BT-6

Analyze

10.

BT-1



11.

Can a doubly reinforced beam be under-reinforced? What is the normal practice? Debate about Long column and short column

BT-5

understand

12.

Write about cracking torque.

BT-6

Application

13.

Mention the codal provisions to control deflection and crackwidth of RC Slabs Indicate the use of partial safety factors?

BT-3



BT-2



BT-1

understand

16.

Why it is necessary to limit deflections in reinforced concrete flexural ? Discover Why is additional moment considered for long columns?

BT-2



17.

What is meant by balanced failure?

BT-1

Application

18.

Compare the difference between deterministic design and probabilistic design?

BT-2

Creating

6.

14. 15.

19.

Point out the factors that affect the behavior of slender column?

BT-4



20.

Calculate the effective length of a column if its uned length is 4m when both ends are fixed PART - B A rectangular beam 200 mm wide and 400 mm deep up to the centre of reinforcement has to resist a factored moment of 40 kNm. Calculate the reinforcement of the section. Use M25 concrete and Fe 500 steel

BT-4



BT-4

Application

2.

A rectangular beam section of width 250 mm and effective depth 500 mm is subjected to an ultimate moment of 50kNm, ultimate shear force of 60 kN and ultimate torsional moment of 20 kNm. Design the beam.

BT-6



3.

A rectangular simply ed beam of span 5 m in 300 x 600 mm in cross section and is reinforced with 3 bars of 20 mm on tension side at an effective cover of 50 mm. Determine the shear reinforcement due to an limit state load of 175kN/m including self-weight, and live load. Assume grade of concrete M20 and grade of steel as Fe 500. Design a RCC slab for a room measuring 5m X 6m size. The slab is ed on all the four edges, with corners held down and carries a superimposed load of 3 kN/m2inclusive of floor finishes. Assume M20 concrete & Fe415

BT-5

understand

BT-3



A simply ed reinforced concrete beam of rectangular section 250mm wide by 450mm overall depth is used over an effective span of 4m. The beam is reinforced with 3 nos.20mm dia Fe415 at an effective depth of 400mm. Two hanger bars of 10mm dia are provided. The selfweight together with dead load on the beam is 4kN/m and service live load is 10 KN/m. Using M20 grade concrete and Fe415 grade steel. Compute

BT-4



BT-1

Application

1.

4.

5.

(a) Short term deflection (b)Long term deflection (c)Maximum crack width at tension face directly under bar 6.

Examine the short term deflection of a simply ed beam 250 mm x 400 mm in size for the following data: Span of the beam = 6 m Effective cover = 40 mm Area of tension steel = 3 Nos of 28 mm diameter bars Live load = 10 kN/m.

7.

Summarize the design of a T- beam for the following data:

BT-2

understand

bf : 750 mm bw : 300 mm Effective depth : 450 mm Thickness of flange : 90 mm Applied moment : 350 kNm. Adopt M20 concrete and Fe 415 steel 8.

Summarize the reinforcement of a braced column 300mm X 400 mm subjected to factored axial load of 1500 kN and factored moments 60 kNm and 40 kNm with respect to major and minor axis respectively at the top end . Assume that the column is bent in double curvature (both directions) with the moments at bottom end equal to 50% of the corresponding moments at top. Assume an uned length of 7m and effective length ratio of 0.85 in both the direction. Assume M30 concrete and Fe 415 steel.

BT-2

Creating

9.

Summarize the reinforcement of a biaxial eccentrically loaded braced rectangular column for the following data

BT-2

Evaluate

Ultimate axial load = 2000kN Ultimate biaxial moments = Mux=250kNm and Muy=150kNm Uned length(l)=3.25m Effective length lex=3m, ley=2.75m Column section (b) in x-direction=400mm, D=600mm Adopt M25 grade concrete and Fe415 grade steel 10.

Recognize the issues involved in deg for achieving control over thermal and shrinkage cracking in large RC structures

BT-1

Analyze

11.

A rectangular beam 300x500 mm having a effective span of 6m, is subjected to a uniformly distributed load of 16kN/m, inclusive of its selfweight. The beam is reinforced with 3 bars of 20mm dia bars at an effective cover of 50mm. Assuming M20 concrete and Fe415 steel calculate the surface crack width at the following locations

BT-3



12.

a) Athow a point under a bar onoftension face structural element. Describe youdirectly can control cracking reinforced b) At the bottom corner of the beam c) At a point C on tension face, mid-way between bars d) At a point of distance 2/3 (d-x) from N.A where the crack width is likely to be maximum.

BT-1



13.

Compute the design parameters of a doubly reinforced beam to carry a BT-3 super imposed load of 60KN/m. The overall depth and width of the beam are restricted to 840mm and 300mm respectively. The beam has a clear span of 5m and bearing of 50cm on each end. Use M20 grade concrete and M.S. grade-I bars.

Applying

14.

Outline the design and reinforcement of a RC beam to carry a load of BT-4 6kN/m inclusive of self-weight with an effective span of 6m and breadth to be 2/3 rd of effective depth. The permissible stresses in concrete and steel are 5N/mm2 and 140 N/mm2. Take m=18.

Analyzing

1.

Discuss the issues involved in deg for achieving control over thermal and shrinkage cracking in large RC structures Analyze the torsion – shear interaction of reinforced concrete beams

BT-2



BT-4

understand

3.

Summarize the basis for the simplified code procedure for analyzing the design strength components of a biaxially loaded column with rectangular cross section

BT-5

Application

4.

A reinforced cantilever concrete beam is 250mm by 500mm .bending moment at due to an udl is 120kn.m.50% of moment is due to permanent load. Check the beam for deflection. The beam is reinforced with 3 bars of 22mm in tension with an effective cover of 50mm

BT-6

Creating

2.

UNIT-2 DESIGN OF SPECIAL RC ELEMENTS Design of slender columns- Design of RC walls - Strut and tie method of analysis for corbels and deep beams, Design of corbels, Deep-beams and grid floors. PART - A Q.No

Questions

BT

Competence

1.

Write about shear wall

Level BT-3

understand

2.

What do you meant by coupled shear walls?

BT-1



3.

What is meant by punching shear?

BT-1



4.

Classify shear walls according to their behavior.

BT-4

Creating

5.

Differentiate the interaction between structural frame and shear wall.

BT-2

Application

6.

Distinguish the main difference between a braced wall and an unbraced wall? Contrast between ordinary-moment shear walls and ductile-moment shear walls

BT-2

Application

BT-2



8.

Briefly explain about corbel with a neat sketch.

BT-5

understand

9.

State the function of horizontal steel in corbel?

BT-1

understand

7.

When will you classify a cantilever projection from a column as a corbel? Justify and explain how the corbel carries the load. How a nib is different from cantilever beam? Draw a neat sketch.

BT-6

Application

BT-1

Creating

Explain the strut and tie method of analysis for a corbel, write the equation of lever arm (z/d) How a deep beam differ from ordinary RC beam? Under what circumstances deep beams are preferred? What is the development length adopted for deep beams? Calculate it for 16 mm mild bars in M20 grade concrete

BT-6



BT-1

Analyze

BT-3

Analyze

15.

How do you calculate the lever arm for a deep beam?

BT-3

Evaluate

16.

Why side face reinforcements are extremely important in deep beams?

BT-4



17.

Explain the arch action on the deep beam with the load transfer model?

BT-2

Analyze

18.

Which method of analysis of grid floor to be used for the final analysis and design. Justify your answer.

BT-4

understand

19.

Assess the structural action of grid floor system

BT-5



20.

Enumerate the advantages of grid floors

BT-1

Evaluate

BT-1

Application

10. 11. 12. 13. 14.

1.

(i) (ii)

PART - B Briefly classify different types of walls State the difference between a) Column & wall b) Plain wall & RC wall c) Braced and unbraced walls

2.

A plain concrete wall of 4 m high, 6 m long and 200 mm thick is restrained against rotation at its base and unrestrained at the ends. Examine the load the wall can carry. Assume fck = 25 N/mm2, fy = 500 N/mm2. Design the wall if it has to carry a factored load of 600kN/m

BT-1

Evaluate

3.

Estimate the reinforcement of a shear wall of length 4.16 m and thickness 250mm is subjected to the following forces. fck = 25 N/mm2, fy = 500 N/mm2

BT-5



4.

Discuss and distinguish ordinary-moment shear walls and ductilemoment shear walls

BT-2

Analyze

5.

A bar bell type shear wall with central part 3600x150 mm and two 400x400 mm strong bands at each ends is ed on a footing 8mx4m which rests on soil whose modulus is 30000kN/m3. Determine the lateral stiffness of the wall. Height of wall is 14m and use M25 grade of concrete.

BT-3



6.

Explain about shear wall? Write the step by step procedure for the design of rectangular shear wall with boundary element.

BT-2

understand

7.

Create a corbel design for a 350mm square column to an ultimate vertical load of 600kN with its Line of action 200mm from the face of the column. Use M20 grade concrete and Fe 415 grade steel.

BT-3

Evaluate

8.

Design a RC corbel to carry load of 350 kN acting at a distance of 250 mm from the face to face of a column of size 300 x 450 mm. the corbel is provided on the 300 mm face, sketch the reinforcement details.

BT-6

understand

BT-4

Creating

9.

Analyze and design a single span deep beam with following data. Effective span =6m Over all depth=6m Width of =0.6m Width of beam =0.4m Total load on beam including self-weight 400kN/m .Use M20&Fe415 grade of materials

10.

A beam 3500 mm deep and 250 mm wide continuous over three spans as shown below, carries UDL of 160kN/m. Estimate the reinforcement of the beam, using M20 concrete and Fe415 steel

BT-2



11.

Analyze and construct a simply ed deep beam with width = 250mm, overall depth (D) = 3500mm, width of s = 500mm, clear span = 5m.Live load on the beam = 150kN/m at service state. Adopt M20 grade concrete and Fe415 steel.

BT-4

understand

12.

R.C. grid floor is to be designed to cover a floor area of 12mx18m.The spacing of ribs in mutually Perpendicular directions is 1.5mc/c. Live load on the floor is 2kN/m. Analyze the grid floor by IS-456 methods and enumerate the suitable reinforcements with grid floor

BT-1

Application

13.

Reproduce the expression for the depth of neutral axis and moment of BT-1 resistance of a singly reinforced beam section under flexure and obtain design constants K, j, Q for M20 concrete and Fe250 steel. Use working stress method?

14.

Relate working stress method with limit state method and ultimate load method

1.

ing

BT-2

Understanding

Compare the interaction between shear wall and structural frame

BT-2

Evaluate

2.

A plain traced concrete wall of dimensions 8 m high, 6 m long and 200 mm thick is restrained against rotation at its base and unrestrained at the ends. If it has to carry a factored total gravity load of 200 kN and a factored horizontal load of 8 kN at top. Check the safety of the wall. Assume M20 concrete and Fe415 steel

BT-6

Application

3.

Calculate the moment to be carried by the boundary elements of a bar bell type shear wall using following data.

BT-5

Analyze

BT-4

understand

Central web 3400mmby250mm with two ends 380mmby760mm each. Axial force due to dead load and live load is1950KN due to seismic load is 250KN Moment due to dead and live load is 600Kn-m and due seismic load is 4800KN-m 4.

Explain briefly the classification of shear walls

UNIT-3 FLAT SLABS AND YIELD LINE BASED DESIGN Design of flat slabs and flat plates according to IS method – Check for shear - Design of spandrel beams Yield line theory and Hillerborg’s strip method of design of slabs Q.No

1.

PART - A UNIT-3 FINITE ELEMENTQuestions ANALYSIS OF TWO DIMENSIONAL PROBLEMS BT Level Competence BT-6 Write down the Advantages and disadvantages of flat slab? Evaluate

3.

BT-4 Explain about the components of flat slab with neat sketch. UNIT-3 FINITE ELEMENT ANALYSIS OF TWO DIMENSIONAL PROBLEMS BT-1 State the assumptions of equivalent frame method.

4.

Point out are the assumptions made in yield line theory?

BT-4

understand

5.

Discover the concept of punching shear.

BT-2



6.

Give the characteristics of yield line?

BT-2

Analyze

7.

What are the limitations of yield line theory?

BT-1

Analyze

8.

Debate the limitations of Hillerborg’s strip method?

BT-5

understand

9.

Differentiate b/w yield line and strip line?

BT-4

Analyze

2.



10.

Write down the steps in the design for spandrel beams.

BT-6

Creating

11.

Relate how to increase the shear capacity of flat slab with ordinary slab

BT-2

Evaluate

12.

Define the drop and column head.

BT-1

Creating

13.

BT-5



14.

The yield line analysis is possible only for slabs and not possible foe beams state the reasons. Justify. State the function of drop and column capital in a flat slab.

BT-1

understand

15.

Draw any 4 yield line patterns with various conditions.

BT-3



16.

What are the forces to be considered in the design of spandrel beams?

BT-1

Application

17.

BT-2

Application

18.

What are the type of shear action to be checked in the design of a flat slab? List out the various methods available for the analysis of flat slab.

BT-1

Application

19.

Interpret lower bound theorem with upper bound theorem.

BT-3

understand

20.

Sketch the division of load paths in simply ed rectangular Rc slabs according to Hillerborgs pattern. PART - B An exterior of a flat slab floor is 6m x 6m along column centre lines. Live load on floor is 3kN/m2.ing column diameter is 500 mm. Choosing the thickness of the slab (from stiffness criteria) and appropriate dimensions for column head and drops, Examine the design moments and shear forces. Use direct design method

BT-3



1.

BT-1 Application

2.

Estimate the reinforcement and design the exterior of a flat slab in a hotel carrying a superimposed live load of 3kN/m2. Weight of floor finishes on the slab may be taken as 2kN/m2.The is ed on 300 mm diameter circular column. Drops may be provided. The size of is 5mx7m.Adopt M20 concrete and Fe415 steel.

BT-5 Creating

3.

An interior of a flat slab floor is 6m x 6m along column centre lines. Live load on floor is 3kN/m2.ing column diameter is 500 mm. Choosing the thickness of the slab (from stiffness criteria) and appropriate dimensions for column head and drops, Examine the design moments and shear forces. Use direct design method.

BT-1 Application

4.

Calculate the reinforcement and design the an interior of a flat slab for a live load of 5kN/m2 and a column grid of 5mx6m. Columns are of 600mm diameter. Drops shall be provided. Show the reinforcement details in the flat slab. Use M20 concrete and Fe415 steel.

BT-4

5.

Identify the ultimate load for isotropic of the following profiles simply ed on all edges carrying distributed load throughout the slab.

BT-1

Analyze

6.

Derive an expression (a) Square slab andfor calculating the ultimate design moments for a rectangular simply (b) Circular slabed slab using yield line approach.

BT-2

Analyze

7.

8.

A square interior of an intermediate floor is of effective dimension 5 m x 5 m. The live load on the floor is 2.5 kN/m2. Finishes is 1 kN/m2. Analyse the slab using yield line approach and design the slab. Use M20 concrete and Fe 415 steel. A rectangular slab 3.5 m x 5 m in size simply ed at the edges. The slab is expected to carry a service load of 3 kN/m2and a floor finishing load of 1 kN/m2. Determine the reinforcement and design the slab if (i) (ii)

BT-4

understand

BT-3

understand

It is isotropically reinforced and It is orthotropically reinforced with µ = 0.75.

9.

Design a circular slab of 4.5 meter diameter, simply ed along the edges, to carry a service load of 5 KN/m2. Adopt M20 Grade concrete and Fe 415 Grade steel. Use yield line method for analysis.

BT-6

Evaluate

10.

Calculate the ultimate load carrying capacity of a 4 m x 6 m slab continuous on all edges if yield moments are 25 kN m/m for positive and negative moments respectively, they being uniformly loaded.

BT-3



11.

Derive an expression for calculating the ultimate design moments for a Triangular slab with 2 adjacent ends fixed other end simply ed using yield line approach.

BT-2

Application

12.

Explain Hillerborg’s simple strip method of analysis

BT-2

understand

13.

An interior of a flat slab floor is 4.5m x 4.5m along column centre lines. Live load on floor is 4kN/m2.ing column diameter is 450 mm. Choosing the thickness of the slab (from stiffness criteria) and appropriate dimensions for column head and drops, Examine the design moments and shear forces. Use direct design method.

14.

A square interior of an intermediate floor is of effective dimension

BT-1 Application

BT-4

understand

3 m x 3 m. The live load on the floor is 2 kN/m2. Finishes is 1.5 kN/m2. Analyse the slab using yield line approach and design the slab. Use M25 concrete and Fe 415 steel. PART - C 1.

Estimate the dimensions of a flat slab system (with drops) for a four storey building with 5 spans of 8 m in the longer direction, 5 spans of 6 m in the shorter directions and a storey height of 3m.

BT-5

Application

2.

Design a simply ed slab of size 4m by 3m using yield line theory. The slab is subjected to a live load of 3.5kn/m2.And floor finish of 1.5kN/m2. . Use M20 &Fe415.using Hillerborg’s pattern

BT-6

Creating

3.

Explain the methods available for analysis of flat slab briefly.

BT-2

Analyze

4.

Enumerate from principles the ultimate design moments for a rectangular simply ed slab using yield line approach. Hence the design moments for a simply ed rectangular slab 3 m x 4 m effective, subjected to a live load (working) of 2.5 kN/m2 and finish of 1 kN/m2. Assume suitable load factor

BT-1

understand

UNIT-4 INELASTIC BEHAVIOUR OF CONCRETE STRUCTURES Inelastic behaviour of concrete beams and Baker’s method, moment - rotation curves, ductility definitions, evaluation PART - A Q.No

Questions

BT Level

Competence

1.

What are the assumptions of baker’s method?

BT-1

2.

Define allowable rotation for inelastic analysis.

BT-1



3.

Indicate the conditions to be satisfied for redistribution of moments as

BT-2



4.

per IS 456:2000 Generalize and write short note on : “Tension stiffening effect” in

BT-2



5.

concrete. Summarize about plastic hinge.

BT-5

Application

6.

Discriminate about confined concrete?

BT-4

Analyze

7.

Give an outline about moment redistribution?

BT-4

understand

8.

Outline the advantages of moment redistribution?

BT-4

understand

9.

Draw a typical moment rotation curve for simply ed beam under

BT-3



10.

flexure.down the moment rotation curvature relationship for balanced Write

BT-6

Creating



section. 11.

Draw the stress-strain curves for un confined concrete.

BT-3

Application

12.

List the major factor which influence the formation of plastic hinge

BT-1

understand

13.

State true or false and justify your answer. Moment redistribution to be

BT-1

understand

14.

applied to reduce bending moments in column. Formulate the ordinates of the ebnding moment diagram of a SS beam

BT-6

Creating

15.

subjected to the UDL of 2kN/m. Generalize the effect of shear cracking on zone of plasticization.

BT-2

Evaluate

16.

Why moment redistribution is limited

BT-1



17.

higher. Describe what do you meant by point of contra flexure?

BT-2

Evaluate

18.

List the uses of moment rotation curves.

BT-1

Analyze

when percentage of steel is

19.

Sketch the distribution of stresses along the corner diagonal in opening

BT-3

Analyze

BT-5

Application

BT-1

Understand

BT-4



and closing ts. 20. 1. 2.

Debate difference between elastic analysis and In elastic analysis. PART - B Describe about moment rotation curvature relationship for balanced, over, under reinforced beams with neat sketches? Estimate the salient points on the stree-strain curve of concrte in bending of a unconfined concrete member if cylinder strength of concrete used is 25 N/mm2. If such concrete is confined in a section of breadth 300mm, total depth 500mm and clear cover 50mm with 10mm stirrups at 100mm c/c, determine the stress-strain curve for inelastic analysis of the structure. Use the relation fc’=0.8fck

3.

A reinforced concrete section is 200mm X 550mm depth. If the applied moment is 140kNm, Locate the instantaneous curvature assuming a tensile stress in concrete at level of steel of 1 N/mm2. Assume Ec=28kN/mm2 m=7.14. Use M20 grade concrete.

BT-1

understand

4.

A T- beam ABC is continuous over two spans of 8 m each and it carries uniformly distributed factored load of 75 kN/m. Assuming fck = 25 and fy = 500 (with bilinear stress – strain curve) check whether we can reduce the maximum moment by 30 % and redistribute the spans. Width of flange = 1000 mm, width of web = 300 mm, thickness of slab = 150 mm, D = 800 mm and d = 750 mm are given.

BT-4

Application

5.

A T-beam ABC is continuous over two spans of 8m each and it carries uniformly distributed factored load of 75kN/m. Check whether we can reduce the maximum moment by 30% and redistribute to the spans. Take width of web = 300mm, thickness of slab = 150mm.D = 820mm and d = 770mm. A reinforced concrete slab is 120 mm thick with 30mm cover. If the positive reinforcement is 420mm2/m. Predict the approximate momentcurvature diagram and also determine the ductility factor. Use M25 and Fe 415 grade of concrete and steel.

BT-4

Creating

BT-2

understand

7.

Sketch the design bending moment diagram of the beam shown below, clamped at both ends and carrying ultimate uniformly distributed load of 24 kN/m with full redistribution of 30 per cent as per IS 456

BT-3

Creating

8.

Illustrate the Bakers method of plastic analysis of RCC frames stating the assumptions made.

BT-2

Application

9.

Draw envelope of the design moments for the beam shown in figure when the redistribution is limited to 20 per cent.

BT-3

Creating

6.

10.

a) Explain the concept of redistribution of moments in statically

BT-1

Application

BT-2

understand

Analyze

indeterminate reinforced concrete structures. b) Mention three advantages of considering the redistribution of moments for the design of statically indeterminate reinforced 11.

concrete structures. Predict and sketch the design bending moment the diagram of the beam c) State the assumptions of considering redistribution of clampedmoments at both ends carrying two point indeterminate loads of 30 kN each at in theanddesign of statically reinforced distances of 3 mstructures. from the s. Over all span measures 9m. Assume concrete full d) redistribution 30 per cent as per IS 456. What are ofthe recommendations of IS 456 regarding the

12.

Write detailed notes on of moment curvature redistribution moment in therelation design of of reinforced statically concrete indeterminate

BT-6

13.

sections.structures employingloaded working stresscircular and limit state methods? Design a biaxial eccentric braced column deforming in single curvature for the following data: Ultimate load=200kNUltimate moment in longer direction at bottom Mux1=178 kNm and at top Mux1= 128kNm.Ultimate moment in shorter direction at bottom Muy1= 108 kNm and at top Muy2= 88kNm. Uned length of column = 9m.Effective length in long direction lex=8m.Effective length in shorter direction ley= 5.8m.Diameter of column = 550mm.Use M25&Fe415.

BT-3

Applying

Design a short column subjected to biaxial bending. Determine the reinforcement fora short column for the following data. Column size: 400mmx600mm, Pu=200kN Mux: 160kN, Muy=120kN.Use M20 grade concrete and Fe415 grade steel.

BT-5

Evaluating

14.

PART - C 1.

Predict approximate moment curvature values at salient points for a rectangular beam with the following dimensions: fck = 37 fc’=30 N/mm2 fy = 500 N/mm2breadth = 300mm overall depth = 800mm Ast=1900mm2.

BT-2

understand

2.

Narrate the stress-strain relationship with neat sketch for

BT-6

Evaluate

a) Confined concrete b) unconfined concrete 3.

Draw envelope of the design moments of the two-span continuous beam (span length =8m/span) carrying characteristic live load of 35 kN/m in addition to its characteristic self-weight. The cross-section of the beam is 300 mm × 700 mm.

BT-3

understand

4.

A four span continuous T beam of 4m each of span is subjected to a characteristic load of 40 kN/m including its self-weight. Predict the beam design so that it fails by plastic failure at the at an ultimate load. Tale load factor as 1.5. use baker’s method of plastic analysis.

BT-5

Evaluate

UNIT-5 DUCTILE DETAILING Concept of Ductility – Detailing for ductility – Design of beams, columns for ductility - Design of cast-insitu ts in frames. PART - A Q.No

Questions

BT

Competence

1.

Summarize ductility property of steel.

Level BT-2

2.

Point out the precaution to be taken to avoid sapling of concrete?

BT-4

Evaluate

3.

List basic assumptions in earthquake resistant design of structures?

BT-1



4.

Discus about average cover & ductility factor.

BT-2

understand

5.

Give the advantages of ductile detailing.

BT-2



6.

Write a short note on the placement of steel in ductile detailing.

BT-5



7.

Show the factors influencing ductility of a reinforced concrete member.

BT-3



8.

Write short notes on fire resistance of reinforced concrete .

BT-6



9.

What are the various factors affecting the ductility?

BT-1

understand

10.

Draw the ductile detailing of a beam – column t.

BT-3

Analyze

11.

How the RCC elements are made ductile?

BT-1

Evaluate

12.

Differentiate between ordinary-moment shear wall and ductile –moment

BT-4

understand



shear wall? 13.

Discuss the two ways of expressing the fire resistance of a structural

BT-2

Application

14.

member? Compile curvature ductility and rotational ductility.

BT-6

Analyze

15.

How do you improve the fire resistance of reinforced concrete?

BT-1

Creating

16.

Analyze strong column-weak beam design.

BT-4

understand

17.

Narrate the effect of fire on steel structure.

BT-5

Application

18.

Discuss about the basic objective of form work.

BT-1

Analyze

19.

State the assumptions made in Bakers method.

BT-1

Creating

20.

Sketch the detailing of reinforcement in columns for ductility.

BT-3

Application

BT-1

understand

PART-B

1.

Define and explain ductility with respect to a) Displacement b) Curvature c) Rotation of a reinforced concrete structure

2.

Summarize the design of the column in a mulitstoreyed building for ductility with M 25 and Fe 415 subjected to an axial force of 3000 kN and bending moment of 800 kNm

BT-2



3.

Compare the ductility with respect to curvature of the cross-section of the beam of Fig. using (a) M 25 and Fe 250, and (b) M 25 and Fe 415.

BT-4

understand

4.

The size of bottom column of five storeyed building located in Chennai is 300 x 500 mm. the height of the column is 3m. The end moments from the beam are 85 kNm and 65 kNm. Sketch the reinforcement of the column as per IS 13920. The main reinforcement consists of 6 numbers of 20 mm diameter bars.

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5.

Explain

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Application

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Analyze

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Creating

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Creating

a) What are the devices used to improve the ductility performance with seismic loading. b) Also mention the methods used for achieving these objectives as laid in IS-13920. 6.

Determine the ductility with respect to curvature of the beam of b = 300 2

2

mm, d = 540 mm, D = 600 mm, A = 942 mm (3-20T), f = 20 N/mm st

ck

2

and f = 250 N/mm y

7.

In a 8 storeyed building, a typical column of 3.36m clear height carries an axial force 3200kN and BM of 750kN.m. The building is subjected to

8.

Explain seismic loads and located in zone III. Use M25 and Fe415 grade of materials anddesign designrules the beam ductility a) The to befor applied to concrete under fire test. b) Effect of fire on RCC beam, slab and columns

9.

Write explanatory notes on

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Evaluate

10.

a) Quality control of concrete b) Dimensions of RC for fire resistance c) Spalling of concrete and the methods to avoid the spalling of concrete Chart the steps involved in the design of cast-in-situ ts in frames

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11.

What are the main design requirement in ductile shear walls in earthquake resistant design

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understand

12.

a) State the effect of high temperature on steel and concrete. b) What are the factors that influence fire resistance ratings of reinforced concrete ?

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understand

13.

Sketch the various types of shear reinforcements normally provided in

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Applying

practice?

14.

A circular column, 4.6m high is effectively held in position at both ends and restrained against rotation at one end only to carry an axial load of 1200kN, if its dia is restricted to 450mm. Use M20 and Fe415 grades.



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PART - C 1.

Derive the expressions of ductility of

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understand

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Evaluate

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Creating

(a) singly-reinforced and (b) doubly-reinforced concrete beams. 2.

3.

Discuss the need for the provision of ductility in RC framed structures when subjected to earthquake loads and state the methods of providing ductility in RC framed structures. What are the design rules to be applied to concrete under fire test under IS 1834 with respect to the following: a) cover to steel b) size of (minimum thickness for a given fire rating) c) other factors like detailing practice

4.

Briefly explain the design procedure for design of sesmic retrofitted structure with provision of ductile detailing