DESIGN AND ANALYSIS OF RCC COLUMNS

4

Salient features of the proposed building

1

2

3

4

5

6

7

RCC frame structure

Floors

Types of footings

Columns

Beams

SBC of soil

Total height of building

-

2 cellars (vehicle parking)+G+5 floors

Combined footings amp Isolated footings

Rectangular amp Square columns

Rectangular beams

350KNm2

3138m

RCC COLUMN

A column is defined as a compression member the effective length of which exceeds three times the least lateral dimension Compression members whose lengths do not exceed three times the least lateral dimension may be made of plain concrete

A column forms a very important component of a structure Columns support beams which in turn support walls and slabs It should be realized that the failure of a column results in the collapse of the structure The design of a column should therefore receive importance

Reinforced concrete columns have a high compressive strength and low tensile strength Theoretically concrete should need no reinforcement when it is subjected to compression Reinforcements are provided in order to reduce the size of the columns

Supporting the slabs is the main function of the columns Such slabs are called simply supported slabs Simply supported slabs could be either one way slab or a two-way slab It depends on the dimensions of the slab

A column may be classified based on different criteria such as

1 Based on shapeRectangleSquareCircularPolygon

2 Based on slenderness ratioShort column lt 12Long column gt 12

3 Based on type of loadingAxially loaded columnA column subjected to axial load and uniaxial bendingA column subjected to axial load and biaxial bending

4 Based on pattern of lateral reinforcementTied columnsSpiral columns

Types of Reinforcements for columns and their requirements

Longitudinal Reinforcement

Minimum area of cross-section of longitudinal bars must be at least

08 of gross section area of the column

Maximum area of cross-section of longitudinal bars must not exceed

6 of the gross cross-section area of the column

The bars should not be less than 12mm in diameter

Minimum number of longitudinal bars must be four in rectangular

column and 6 in circular column

Spacing of longitudinal bars measures along the periphery of a

column should not exceed 300mm

Transverse reinforcement

It may be in the form of lateral ties or spirals

The diameter of the lateral ties should not be less

than 14th of the diameter of the largest longitudinal

bar and in no case less than 6mm

The pitch of lateral ties should not exceed

Least lateral dimension

16 x diameter of longitudinal bars (small)

300mm

Reinforced column

LIMIT STATE METHOD

Limit State Method of a design in an improvement

of ultimate load design In the Limit State Method a

structure is designed to withstand all loads likely on it

in this duration of its life span and also to satisfy the

serviceability requirements before failure can occur

The following limit states are considered in the design of structure

Limit state of collapse The design based on the limit state of collapse provides the necessary of safety of structures against partial or total collapse of the structure

Limit state of serviceability This limit states relates to the performance of the structure at working loads and prevents objectionable deflection cracking vibration etc

Limit state of durability Rain floods fire earthquake serious weather etc of forces of nature which may effect the durability of structure Limits in the form of specification are provided to cover the durability of structure

THE MOMENT DISTRIBUTION METHOD

The moment distribution method was first introduced by Prof Hardy Cross in 1932 and is without doubt one of the most important contributions to structural analysis in the twentieth century It is an ingenious amp convenient method of handling the stress analysis of rigid jointed structures

The method of moment distribution usually does not involve as many simultaneous equations and is often much shorter than any of the methods of analysis of indeterminate beams

Moment Distribution is a mechanical process dealing with indeterminate structures

It is basically a numerical technique which enables successive approximations to the final set of moments carried by a rigid-jointed structure to be made by a systematic ldquolockingrdquo and ldquorelaxingrdquo of the joints of the structural element(s)

LOADS

Structural members must be designed

to support specific loads Loads are those forces

for which a structure should be proportioned

Loads that act on structure can be divided into

three categoriesDead loadsLive loadsEnvironmental loads

Dead Loads

Dead loads are those that are constant in

magnitude and fixed in location throughout the lifetime of the

structure It includes the weight of the structure and any

permanent material placed on the structure such as roofing

tiles walls etc They can be determined with a high degree of

accuracy from the dimensions of the elements and the unit

weight of the material

Live loads

Live loads are those that may vary in

magnitude and may also change in location Live loads

consists chiefly occupancy loads in buildings and traffic

loads in bridges Live loads at any given time are

uncertain both in magnitude and distribution

Environmental loads

Consists mainly of snow loads wind pressure and

suction earthquake loads (ie inertial forces) caused by

earthquake motions Soil pressure on subsurface portion of

structures loads from possible ponding of rainwater on flat

surfaces and forces caused by temperature differences Like

live loads environmental loads at any given time are

uncertain both in magnitude and distribution

Important points used in this project

Characteristic Strengths of Steel

fy = 500Nmm2 250 Nmm2

fy = 425 Nmm2 250 Nmm2 Recommended Grades of Structural Concrete

Grades 30 35 and 40 (fck = 30 35 40 Nmm2 respectively)

Lower grades are not recommended for use in structures and

the use of higher concrete grades is rarely economically

justified

Loads on slabs

Dead load of slab = 015times25 = 375 Nm2

Partition load = 1times1= 10 Nm2

Plinth load =1times15 = 15 Nm2

Live load = 1times4 = 4 Nm2

= 1025 Nm2

Roof loads

Dead load of slab = 013times25 = 325Nm2

Partition load = 1times1 = 10 Nm2

Plinth load = 1times15 = 15 Nm2

Live load = 1times2 = 2 Nm2

= 775 Nm2

Calculation of loads on Columns

SNO TYPE OF LOAD FLOOR LOAD PLINTH LOAD ROOF LOAD

1

2

3

Slab load

Beam load

Brick load

7725times695times1025

= 55031

21625times03times06times25= 9731

21625times023

times306times20= 3044

9520

_

1465times03times06times25= 65925

_

65925

775times695times775

= 41608

21625times03times06times25= 9731

10times0115times1

times20=230

5364

4

7 floors

Loads= =

Column load

7times9520=66640

FL + PL+ RL

72664

3138times045times120times25= 4237

_

_

Total load on column = 72664 + 4237 = 7960 ndash 10598 = 758402 KN

DESIGN OF COLUMNS

1 Load on column P = 7585KN

2 fck = 25 fy = 415

3 Section 450 1200

4 Mux = 846 times 0457 = 38662 KN-m times 15

= 57993 KN-m

Muy = 35047 times 0425 = 14892 KN-m times 15

= 22338 KN-m

5 Moment due to minimum eccentricity

Mex = 7585 times 002 = 1517 KN-m

Mey = 7585 times 002 = 1517 KN-m

6 (Pufcktimesbtimesd) = [(15x7585x10x10x10)divide

(25times450times1200)] = 0843

7 As a first trial assume the of steel p = 5

(Pfck) = (5525) = 022

8 Uniaxial moment capacity of the section about x-x axis

(dD) = 012 asymp 015

9 For (dD) = 015 amp (Pufck b D) = 0843 amp (Pfck) = 022

(Mufck b D2) = 012

Mux1 = 012 times 25 times 1200 times 450times450

= 729 KN-m

Uniaxial moment capacity of the section about y-y axis

(d D) = (531200) = 0044 asymp 01

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You

Salient features of the proposed building

1

2

3

4

5

6

7

RCC frame structure

Floors

Types of footings

Columns

Beams

SBC of soil

Total height of building

-

2 cellars (vehicle parking)+G+5 floors

Combined footings amp Isolated footings

Rectangular amp Square columns

Rectangular beams

350KNm2

3138m

RCC COLUMN

A column is defined as a compression member the effective length of which exceeds three times the least lateral dimension Compression members whose lengths do not exceed three times the least lateral dimension may be made of plain concrete

A column forms a very important component of a structure Columns support beams which in turn support walls and slabs It should be realized that the failure of a column results in the collapse of the structure The design of a column should therefore receive importance

Reinforced concrete columns have a high compressive strength and low tensile strength Theoretically concrete should need no reinforcement when it is subjected to compression Reinforcements are provided in order to reduce the size of the columns

Supporting the slabs is the main function of the columns Such slabs are called simply supported slabs Simply supported slabs could be either one way slab or a two-way slab It depends on the dimensions of the slab

A column may be classified based on different criteria such as

1 Based on shapeRectangleSquareCircularPolygon

2 Based on slenderness ratioShort column lt 12Long column gt 12

3 Based on type of loadingAxially loaded columnA column subjected to axial load and uniaxial bendingA column subjected to axial load and biaxial bending

4 Based on pattern of lateral reinforcementTied columnsSpiral columns

Types of Reinforcements for columns and their requirements

Longitudinal Reinforcement

Minimum area of cross-section of longitudinal bars must be at least

08 of gross section area of the column

Maximum area of cross-section of longitudinal bars must not exceed

6 of the gross cross-section area of the column

The bars should not be less than 12mm in diameter

Minimum number of longitudinal bars must be four in rectangular

column and 6 in circular column

Spacing of longitudinal bars measures along the periphery of a

column should not exceed 300mm

Transverse reinforcement

It may be in the form of lateral ties or spirals

The diameter of the lateral ties should not be less

than 14th of the diameter of the largest longitudinal

bar and in no case less than 6mm

The pitch of lateral ties should not exceed

Least lateral dimension

16 x diameter of longitudinal bars (small)

300mm

Reinforced column

LIMIT STATE METHOD

Limit State Method of a design in an improvement

of ultimate load design In the Limit State Method a

structure is designed to withstand all loads likely on it

in this duration of its life span and also to satisfy the

serviceability requirements before failure can occur

The following limit states are considered in the design of structure

Limit state of collapse The design based on the limit state of collapse provides the necessary of safety of structures against partial or total collapse of the structure

Limit state of serviceability This limit states relates to the performance of the structure at working loads and prevents objectionable deflection cracking vibration etc

Limit state of durability Rain floods fire earthquake serious weather etc of forces of nature which may effect the durability of structure Limits in the form of specification are provided to cover the durability of structure

THE MOMENT DISTRIBUTION METHOD

The moment distribution method was first introduced by Prof Hardy Cross in 1932 and is without doubt one of the most important contributions to structural analysis in the twentieth century It is an ingenious amp convenient method of handling the stress analysis of rigid jointed structures

The method of moment distribution usually does not involve as many simultaneous equations and is often much shorter than any of the methods of analysis of indeterminate beams

Moment Distribution is a mechanical process dealing with indeterminate structures

It is basically a numerical technique which enables successive approximations to the final set of moments carried by a rigid-jointed structure to be made by a systematic ldquolockingrdquo and ldquorelaxingrdquo of the joints of the structural element(s)

LOADS

Structural members must be designed

to support specific loads Loads are those forces

for which a structure should be proportioned

Loads that act on structure can be divided into

three categoriesDead loadsLive loadsEnvironmental loads

Dead Loads

Dead loads are those that are constant in

magnitude and fixed in location throughout the lifetime of the

structure It includes the weight of the structure and any

permanent material placed on the structure such as roofing

tiles walls etc They can be determined with a high degree of

accuracy from the dimensions of the elements and the unit

weight of the material

Live loads

Live loads are those that may vary in

magnitude and may also change in location Live loads

consists chiefly occupancy loads in buildings and traffic

loads in bridges Live loads at any given time are

uncertain both in magnitude and distribution

Environmental loads

Consists mainly of snow loads wind pressure and

suction earthquake loads (ie inertial forces) caused by

earthquake motions Soil pressure on subsurface portion of

structures loads from possible ponding of rainwater on flat

surfaces and forces caused by temperature differences Like

live loads environmental loads at any given time are

uncertain both in magnitude and distribution

Important points used in this project

Characteristic Strengths of Steel

fy = 500Nmm2 250 Nmm2

fy = 425 Nmm2 250 Nmm2 Recommended Grades of Structural Concrete

Grades 30 35 and 40 (fck = 30 35 40 Nmm2 respectively)

Lower grades are not recommended for use in structures and

the use of higher concrete grades is rarely economically

justified

Loads on slabs

Dead load of slab = 015times25 = 375 Nm2

Partition load = 1times1= 10 Nm2

Plinth load =1times15 = 15 Nm2

Live load = 1times4 = 4 Nm2

= 1025 Nm2

Roof loads

Dead load of slab = 013times25 = 325Nm2

Partition load = 1times1 = 10 Nm2

Plinth load = 1times15 = 15 Nm2

Live load = 1times2 = 2 Nm2

= 775 Nm2

Calculation of loads on Columns

SNO TYPE OF LOAD FLOOR LOAD PLINTH LOAD ROOF LOAD

1

2

3

Slab load

Beam load

Brick load

7725times695times1025

= 55031

21625times03times06times25= 9731

21625times023

times306times20= 3044

9520

_

1465times03times06times25= 65925

_

65925

775times695times775

= 41608

21625times03times06times25= 9731

10times0115times1

times20=230

5364

4

7 floors

Loads= =

Column load

7times9520=66640

FL + PL+ RL

72664

3138times045times120times25= 4237

_

_

Total load on column = 72664 + 4237 = 7960 ndash 10598 = 758402 KN

DESIGN OF COLUMNS

1 Load on column P = 7585KN

2 fck = 25 fy = 415

3 Section 450 1200

4 Mux = 846 times 0457 = 38662 KN-m times 15

= 57993 KN-m

Muy = 35047 times 0425 = 14892 KN-m times 15

= 22338 KN-m

5 Moment due to minimum eccentricity

Mex = 7585 times 002 = 1517 KN-m

Mey = 7585 times 002 = 1517 KN-m

6 (Pufcktimesbtimesd) = [(15x7585x10x10x10)divide

(25times450times1200)] = 0843

7 As a first trial assume the of steel p = 5

(Pfck) = (5525) = 022

8 Uniaxial moment capacity of the section about x-x axis

(dD) = 012 asymp 015

9 For (dD) = 015 amp (Pufck b D) = 0843 amp (Pfck) = 022

(Mufck b D2) = 012

Mux1 = 012 times 25 times 1200 times 450times450

= 729 KN-m

Uniaxial moment capacity of the section about y-y axis

(d D) = (531200) = 0044 asymp 01

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You

RCC COLUMN

A column is defined as a compression member the effective length of which exceeds three times the least lateral dimension Compression members whose lengths do not exceed three times the least lateral dimension may be made of plain concrete

A column forms a very important component of a structure Columns support beams which in turn support walls and slabs It should be realized that the failure of a column results in the collapse of the structure The design of a column should therefore receive importance

Reinforced concrete columns have a high compressive strength and low tensile strength Theoretically concrete should need no reinforcement when it is subjected to compression Reinforcements are provided in order to reduce the size of the columns

Supporting the slabs is the main function of the columns Such slabs are called simply supported slabs Simply supported slabs could be either one way slab or a two-way slab It depends on the dimensions of the slab

A column may be classified based on different criteria such as

1 Based on shapeRectangleSquareCircularPolygon

2 Based on slenderness ratioShort column lt 12Long column gt 12

3 Based on type of loadingAxially loaded columnA column subjected to axial load and uniaxial bendingA column subjected to axial load and biaxial bending

4 Based on pattern of lateral reinforcementTied columnsSpiral columns

Types of Reinforcements for columns and their requirements

Longitudinal Reinforcement

Minimum area of cross-section of longitudinal bars must be at least

08 of gross section area of the column

Maximum area of cross-section of longitudinal bars must not exceed

6 of the gross cross-section area of the column

The bars should not be less than 12mm in diameter

Minimum number of longitudinal bars must be four in rectangular

column and 6 in circular column

Spacing of longitudinal bars measures along the periphery of a

column should not exceed 300mm

Transverse reinforcement

It may be in the form of lateral ties or spirals

The diameter of the lateral ties should not be less

than 14th of the diameter of the largest longitudinal

bar and in no case less than 6mm

The pitch of lateral ties should not exceed

Least lateral dimension

16 x diameter of longitudinal bars (small)

300mm

Reinforced column

LIMIT STATE METHOD

Limit State Method of a design in an improvement

of ultimate load design In the Limit State Method a

structure is designed to withstand all loads likely on it

in this duration of its life span and also to satisfy the

serviceability requirements before failure can occur

The following limit states are considered in the design of structure

Limit state of collapse The design based on the limit state of collapse provides the necessary of safety of structures against partial or total collapse of the structure

Limit state of serviceability This limit states relates to the performance of the structure at working loads and prevents objectionable deflection cracking vibration etc

Limit state of durability Rain floods fire earthquake serious weather etc of forces of nature which may effect the durability of structure Limits in the form of specification are provided to cover the durability of structure

THE MOMENT DISTRIBUTION METHOD

The moment distribution method was first introduced by Prof Hardy Cross in 1932 and is without doubt one of the most important contributions to structural analysis in the twentieth century It is an ingenious amp convenient method of handling the stress analysis of rigid jointed structures

The method of moment distribution usually does not involve as many simultaneous equations and is often much shorter than any of the methods of analysis of indeterminate beams

Moment Distribution is a mechanical process dealing with indeterminate structures

It is basically a numerical technique which enables successive approximations to the final set of moments carried by a rigid-jointed structure to be made by a systematic ldquolockingrdquo and ldquorelaxingrdquo of the joints of the structural element(s)

LOADS

Structural members must be designed

to support specific loads Loads are those forces

for which a structure should be proportioned

Loads that act on structure can be divided into

three categoriesDead loadsLive loadsEnvironmental loads

Dead Loads

Dead loads are those that are constant in

magnitude and fixed in location throughout the lifetime of the

structure It includes the weight of the structure and any

permanent material placed on the structure such as roofing

tiles walls etc They can be determined with a high degree of

accuracy from the dimensions of the elements and the unit

weight of the material

Live loads

Live loads are those that may vary in

magnitude and may also change in location Live loads

consists chiefly occupancy loads in buildings and traffic

loads in bridges Live loads at any given time are

uncertain both in magnitude and distribution

Environmental loads

Consists mainly of snow loads wind pressure and

suction earthquake loads (ie inertial forces) caused by

earthquake motions Soil pressure on subsurface portion of

structures loads from possible ponding of rainwater on flat

surfaces and forces caused by temperature differences Like

live loads environmental loads at any given time are

uncertain both in magnitude and distribution

Important points used in this project

Characteristic Strengths of Steel

fy = 500Nmm2 250 Nmm2

fy = 425 Nmm2 250 Nmm2 Recommended Grades of Structural Concrete

Grades 30 35 and 40 (fck = 30 35 40 Nmm2 respectively)

Lower grades are not recommended for use in structures and

the use of higher concrete grades is rarely economically

justified

Loads on slabs

Dead load of slab = 015times25 = 375 Nm2

Partition load = 1times1= 10 Nm2

Plinth load =1times15 = 15 Nm2

Live load = 1times4 = 4 Nm2

= 1025 Nm2

Roof loads

Dead load of slab = 013times25 = 325Nm2

Partition load = 1times1 = 10 Nm2

Plinth load = 1times15 = 15 Nm2

Live load = 1times2 = 2 Nm2

= 775 Nm2

Calculation of loads on Columns

SNO TYPE OF LOAD FLOOR LOAD PLINTH LOAD ROOF LOAD

1

2

3

Slab load

Beam load

Brick load

7725times695times1025

= 55031

21625times03times06times25= 9731

21625times023

times306times20= 3044

9520

_

1465times03times06times25= 65925

_

65925

775times695times775

= 41608

21625times03times06times25= 9731

10times0115times1

times20=230

5364

4

7 floors

Loads= =

Column load

7times9520=66640

FL + PL+ RL

72664

3138times045times120times25= 4237

_

_

Total load on column = 72664 + 4237 = 7960 ndash 10598 = 758402 KN

DESIGN OF COLUMNS

1 Load on column P = 7585KN

2 fck = 25 fy = 415

3 Section 450 1200

4 Mux = 846 times 0457 = 38662 KN-m times 15

= 57993 KN-m

Muy = 35047 times 0425 = 14892 KN-m times 15

= 22338 KN-m

5 Moment due to minimum eccentricity

Mex = 7585 times 002 = 1517 KN-m

Mey = 7585 times 002 = 1517 KN-m

6 (Pufcktimesbtimesd) = [(15x7585x10x10x10)divide

(25times450times1200)] = 0843

7 As a first trial assume the of steel p = 5

(Pfck) = (5525) = 022

8 Uniaxial moment capacity of the section about x-x axis

(dD) = 012 asymp 015

9 For (dD) = 015 amp (Pufck b D) = 0843 amp (Pfck) = 022

(Mufck b D2) = 012

Mux1 = 012 times 25 times 1200 times 450times450

= 729 KN-m

Uniaxial moment capacity of the section about y-y axis

(d D) = (531200) = 0044 asymp 01

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You

Reinforced concrete columns have a high compressive strength and low tensile strength Theoretically concrete should need no reinforcement when it is subjected to compression Reinforcements are provided in order to reduce the size of the columns

Supporting the slabs is the main function of the columns Such slabs are called simply supported slabs Simply supported slabs could be either one way slab or a two-way slab It depends on the dimensions of the slab

A column may be classified based on different criteria such as

1 Based on shapeRectangleSquareCircularPolygon

2 Based on slenderness ratioShort column lt 12Long column gt 12

3 Based on type of loadingAxially loaded columnA column subjected to axial load and uniaxial bendingA column subjected to axial load and biaxial bending

4 Based on pattern of lateral reinforcementTied columnsSpiral columns

Types of Reinforcements for columns and their requirements

Longitudinal Reinforcement

Minimum area of cross-section of longitudinal bars must be at least

08 of gross section area of the column

Maximum area of cross-section of longitudinal bars must not exceed

6 of the gross cross-section area of the column

The bars should not be less than 12mm in diameter

Minimum number of longitudinal bars must be four in rectangular

column and 6 in circular column

Spacing of longitudinal bars measures along the periphery of a

column should not exceed 300mm

Transverse reinforcement

It may be in the form of lateral ties or spirals

The diameter of the lateral ties should not be less

than 14th of the diameter of the largest longitudinal

bar and in no case less than 6mm

The pitch of lateral ties should not exceed

Least lateral dimension

16 x diameter of longitudinal bars (small)

300mm

Reinforced column

LIMIT STATE METHOD

Limit State Method of a design in an improvement

of ultimate load design In the Limit State Method a

structure is designed to withstand all loads likely on it

in this duration of its life span and also to satisfy the

serviceability requirements before failure can occur

The following limit states are considered in the design of structure

Limit state of collapse The design based on the limit state of collapse provides the necessary of safety of structures against partial or total collapse of the structure

Limit state of serviceability This limit states relates to the performance of the structure at working loads and prevents objectionable deflection cracking vibration etc

Limit state of durability Rain floods fire earthquake serious weather etc of forces of nature which may effect the durability of structure Limits in the form of specification are provided to cover the durability of structure

THE MOMENT DISTRIBUTION METHOD

The moment distribution method was first introduced by Prof Hardy Cross in 1932 and is without doubt one of the most important contributions to structural analysis in the twentieth century It is an ingenious amp convenient method of handling the stress analysis of rigid jointed structures

The method of moment distribution usually does not involve as many simultaneous equations and is often much shorter than any of the methods of analysis of indeterminate beams

Moment Distribution is a mechanical process dealing with indeterminate structures

It is basically a numerical technique which enables successive approximations to the final set of moments carried by a rigid-jointed structure to be made by a systematic ldquolockingrdquo and ldquorelaxingrdquo of the joints of the structural element(s)

LOADS

Structural members must be designed

to support specific loads Loads are those forces

for which a structure should be proportioned

Loads that act on structure can be divided into

three categoriesDead loadsLive loadsEnvironmental loads

Dead Loads

Dead loads are those that are constant in

magnitude and fixed in location throughout the lifetime of the

structure It includes the weight of the structure and any

permanent material placed on the structure such as roofing

tiles walls etc They can be determined with a high degree of

accuracy from the dimensions of the elements and the unit

weight of the material

Live loads

Live loads are those that may vary in

magnitude and may also change in location Live loads

consists chiefly occupancy loads in buildings and traffic

loads in bridges Live loads at any given time are

uncertain both in magnitude and distribution

Environmental loads

Consists mainly of snow loads wind pressure and

suction earthquake loads (ie inertial forces) caused by

earthquake motions Soil pressure on subsurface portion of

structures loads from possible ponding of rainwater on flat

surfaces and forces caused by temperature differences Like

live loads environmental loads at any given time are

uncertain both in magnitude and distribution

Important points used in this project

Characteristic Strengths of Steel

fy = 500Nmm2 250 Nmm2

fy = 425 Nmm2 250 Nmm2 Recommended Grades of Structural Concrete

Grades 30 35 and 40 (fck = 30 35 40 Nmm2 respectively)

Lower grades are not recommended for use in structures and

the use of higher concrete grades is rarely economically

justified

Loads on slabs

Dead load of slab = 015times25 = 375 Nm2

Partition load = 1times1= 10 Nm2

Plinth load =1times15 = 15 Nm2

Live load = 1times4 = 4 Nm2

= 1025 Nm2

Roof loads

Dead load of slab = 013times25 = 325Nm2

Partition load = 1times1 = 10 Nm2

Plinth load = 1times15 = 15 Nm2

Live load = 1times2 = 2 Nm2

= 775 Nm2

Calculation of loads on Columns

SNO TYPE OF LOAD FLOOR LOAD PLINTH LOAD ROOF LOAD

1

2

3

Slab load

Beam load

Brick load

7725times695times1025

= 55031

21625times03times06times25= 9731

21625times023

times306times20= 3044

9520

_

1465times03times06times25= 65925

_

65925

775times695times775

= 41608

21625times03times06times25= 9731

10times0115times1

times20=230

5364

4

7 floors

Loads= =

Column load

7times9520=66640

FL + PL+ RL

72664

3138times045times120times25= 4237

_

_

Total load on column = 72664 + 4237 = 7960 ndash 10598 = 758402 KN

DESIGN OF COLUMNS

1 Load on column P = 7585KN

2 fck = 25 fy = 415

3 Section 450 1200

4 Mux = 846 times 0457 = 38662 KN-m times 15

= 57993 KN-m

Muy = 35047 times 0425 = 14892 KN-m times 15

= 22338 KN-m

5 Moment due to minimum eccentricity

Mex = 7585 times 002 = 1517 KN-m

Mey = 7585 times 002 = 1517 KN-m

6 (Pufcktimesbtimesd) = [(15x7585x10x10x10)divide

(25times450times1200)] = 0843

7 As a first trial assume the of steel p = 5

(Pfck) = (5525) = 022

8 Uniaxial moment capacity of the section about x-x axis

(dD) = 012 asymp 015

9 For (dD) = 015 amp (Pufck b D) = 0843 amp (Pfck) = 022

(Mufck b D2) = 012

Mux1 = 012 times 25 times 1200 times 450times450

= 729 KN-m

Uniaxial moment capacity of the section about y-y axis

(d D) = (531200) = 0044 asymp 01

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You

A column may be classified based on different criteria such as

1 Based on shapeRectangleSquareCircularPolygon

2 Based on slenderness ratioShort column lt 12Long column gt 12

3 Based on type of loadingAxially loaded columnA column subjected to axial load and uniaxial bendingA column subjected to axial load and biaxial bending

4 Based on pattern of lateral reinforcementTied columnsSpiral columns

Types of Reinforcements for columns and their requirements

Longitudinal Reinforcement

Minimum area of cross-section of longitudinal bars must be at least

08 of gross section area of the column

Maximum area of cross-section of longitudinal bars must not exceed

6 of the gross cross-section area of the column

The bars should not be less than 12mm in diameter

Minimum number of longitudinal bars must be four in rectangular

column and 6 in circular column

Spacing of longitudinal bars measures along the periphery of a

column should not exceed 300mm

Transverse reinforcement

It may be in the form of lateral ties or spirals

The diameter of the lateral ties should not be less

than 14th of the diameter of the largest longitudinal

bar and in no case less than 6mm

The pitch of lateral ties should not exceed

Least lateral dimension

16 x diameter of longitudinal bars (small)

300mm

Reinforced column

LIMIT STATE METHOD

Limit State Method of a design in an improvement

of ultimate load design In the Limit State Method a

structure is designed to withstand all loads likely on it

in this duration of its life span and also to satisfy the

serviceability requirements before failure can occur

The following limit states are considered in the design of structure

Limit state of collapse The design based on the limit state of collapse provides the necessary of safety of structures against partial or total collapse of the structure

Limit state of serviceability This limit states relates to the performance of the structure at working loads and prevents objectionable deflection cracking vibration etc

Limit state of durability Rain floods fire earthquake serious weather etc of forces of nature which may effect the durability of structure Limits in the form of specification are provided to cover the durability of structure

THE MOMENT DISTRIBUTION METHOD

The moment distribution method was first introduced by Prof Hardy Cross in 1932 and is without doubt one of the most important contributions to structural analysis in the twentieth century It is an ingenious amp convenient method of handling the stress analysis of rigid jointed structures

The method of moment distribution usually does not involve as many simultaneous equations and is often much shorter than any of the methods of analysis of indeterminate beams

Moment Distribution is a mechanical process dealing with indeterminate structures

It is basically a numerical technique which enables successive approximations to the final set of moments carried by a rigid-jointed structure to be made by a systematic ldquolockingrdquo and ldquorelaxingrdquo of the joints of the structural element(s)

LOADS

Structural members must be designed

to support specific loads Loads are those forces

for which a structure should be proportioned

Loads that act on structure can be divided into

three categoriesDead loadsLive loadsEnvironmental loads

Dead Loads

Dead loads are those that are constant in

magnitude and fixed in location throughout the lifetime of the

structure It includes the weight of the structure and any

permanent material placed on the structure such as roofing

tiles walls etc They can be determined with a high degree of

accuracy from the dimensions of the elements and the unit

weight of the material

Live loads

Live loads are those that may vary in

magnitude and may also change in location Live loads

consists chiefly occupancy loads in buildings and traffic

loads in bridges Live loads at any given time are

uncertain both in magnitude and distribution

Environmental loads

Consists mainly of snow loads wind pressure and

suction earthquake loads (ie inertial forces) caused by

earthquake motions Soil pressure on subsurface portion of

structures loads from possible ponding of rainwater on flat

surfaces and forces caused by temperature differences Like

live loads environmental loads at any given time are

uncertain both in magnitude and distribution

Important points used in this project

Characteristic Strengths of Steel

fy = 500Nmm2 250 Nmm2

fy = 425 Nmm2 250 Nmm2 Recommended Grades of Structural Concrete

Grades 30 35 and 40 (fck = 30 35 40 Nmm2 respectively)

Lower grades are not recommended for use in structures and

the use of higher concrete grades is rarely economically

justified

Loads on slabs

Dead load of slab = 015times25 = 375 Nm2

Partition load = 1times1= 10 Nm2

Plinth load =1times15 = 15 Nm2

Live load = 1times4 = 4 Nm2

= 1025 Nm2

Roof loads

Dead load of slab = 013times25 = 325Nm2

Partition load = 1times1 = 10 Nm2

Plinth load = 1times15 = 15 Nm2

Live load = 1times2 = 2 Nm2

= 775 Nm2

Calculation of loads on Columns

SNO TYPE OF LOAD FLOOR LOAD PLINTH LOAD ROOF LOAD

1

2

3

Slab load

Beam load

Brick load

7725times695times1025

= 55031

21625times03times06times25= 9731

21625times023

times306times20= 3044

9520

_

1465times03times06times25= 65925

_

65925

775times695times775

= 41608

21625times03times06times25= 9731

10times0115times1

times20=230

5364

4

7 floors

Loads= =

Column load

7times9520=66640

FL + PL+ RL

72664

3138times045times120times25= 4237

_

_

Total load on column = 72664 + 4237 = 7960 ndash 10598 = 758402 KN

DESIGN OF COLUMNS

1 Load on column P = 7585KN

2 fck = 25 fy = 415

3 Section 450 1200

4 Mux = 846 times 0457 = 38662 KN-m times 15

= 57993 KN-m

Muy = 35047 times 0425 = 14892 KN-m times 15

= 22338 KN-m

5 Moment due to minimum eccentricity

Mex = 7585 times 002 = 1517 KN-m

Mey = 7585 times 002 = 1517 KN-m

6 (Pufcktimesbtimesd) = [(15x7585x10x10x10)divide

(25times450times1200)] = 0843

7 As a first trial assume the of steel p = 5

(Pfck) = (5525) = 022

8 Uniaxial moment capacity of the section about x-x axis

(dD) = 012 asymp 015

9 For (dD) = 015 amp (Pufck b D) = 0843 amp (Pfck) = 022

(Mufck b D2) = 012

Mux1 = 012 times 25 times 1200 times 450times450

= 729 KN-m

Uniaxial moment capacity of the section about y-y axis

(d D) = (531200) = 0044 asymp 01

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You

3 Based on type of loadingAxially loaded columnA column subjected to axial load and uniaxial bendingA column subjected to axial load and biaxial bending

4 Based on pattern of lateral reinforcementTied columnsSpiral columns

Types of Reinforcements for columns and their requirements

Longitudinal Reinforcement

Minimum area of cross-section of longitudinal bars must be at least

08 of gross section area of the column

Maximum area of cross-section of longitudinal bars must not exceed

6 of the gross cross-section area of the column

The bars should not be less than 12mm in diameter

Minimum number of longitudinal bars must be four in rectangular

column and 6 in circular column

Spacing of longitudinal bars measures along the periphery of a

column should not exceed 300mm

Transverse reinforcement

It may be in the form of lateral ties or spirals

The diameter of the lateral ties should not be less

than 14th of the diameter of the largest longitudinal

bar and in no case less than 6mm

The pitch of lateral ties should not exceed

Least lateral dimension

16 x diameter of longitudinal bars (small)

300mm

Reinforced column

LIMIT STATE METHOD

Limit State Method of a design in an improvement

of ultimate load design In the Limit State Method a

structure is designed to withstand all loads likely on it

in this duration of its life span and also to satisfy the

serviceability requirements before failure can occur

The following limit states are considered in the design of structure

Limit state of collapse The design based on the limit state of collapse provides the necessary of safety of structures against partial or total collapse of the structure

Limit state of serviceability This limit states relates to the performance of the structure at working loads and prevents objectionable deflection cracking vibration etc

Limit state of durability Rain floods fire earthquake serious weather etc of forces of nature which may effect the durability of structure Limits in the form of specification are provided to cover the durability of structure

THE MOMENT DISTRIBUTION METHOD

The moment distribution method was first introduced by Prof Hardy Cross in 1932 and is without doubt one of the most important contributions to structural analysis in the twentieth century It is an ingenious amp convenient method of handling the stress analysis of rigid jointed structures

The method of moment distribution usually does not involve as many simultaneous equations and is often much shorter than any of the methods of analysis of indeterminate beams

Moment Distribution is a mechanical process dealing with indeterminate structures

It is basically a numerical technique which enables successive approximations to the final set of moments carried by a rigid-jointed structure to be made by a systematic ldquolockingrdquo and ldquorelaxingrdquo of the joints of the structural element(s)

LOADS

Structural members must be designed

to support specific loads Loads are those forces

for which a structure should be proportioned

Loads that act on structure can be divided into

three categoriesDead loadsLive loadsEnvironmental loads

Dead Loads

Dead loads are those that are constant in

magnitude and fixed in location throughout the lifetime of the

structure It includes the weight of the structure and any

permanent material placed on the structure such as roofing

tiles walls etc They can be determined with a high degree of

accuracy from the dimensions of the elements and the unit

weight of the material

Live loads

Live loads are those that may vary in

magnitude and may also change in location Live loads

consists chiefly occupancy loads in buildings and traffic

loads in bridges Live loads at any given time are

uncertain both in magnitude and distribution

Environmental loads

Consists mainly of snow loads wind pressure and

suction earthquake loads (ie inertial forces) caused by

earthquake motions Soil pressure on subsurface portion of

structures loads from possible ponding of rainwater on flat

surfaces and forces caused by temperature differences Like

live loads environmental loads at any given time are

uncertain both in magnitude and distribution

Important points used in this project

Characteristic Strengths of Steel

fy = 500Nmm2 250 Nmm2

fy = 425 Nmm2 250 Nmm2 Recommended Grades of Structural Concrete

Grades 30 35 and 40 (fck = 30 35 40 Nmm2 respectively)

Lower grades are not recommended for use in structures and

the use of higher concrete grades is rarely economically

justified

Loads on slabs

Dead load of slab = 015times25 = 375 Nm2

Partition load = 1times1= 10 Nm2

Plinth load =1times15 = 15 Nm2

Live load = 1times4 = 4 Nm2

= 1025 Nm2

Roof loads

Dead load of slab = 013times25 = 325Nm2

Partition load = 1times1 = 10 Nm2

Plinth load = 1times15 = 15 Nm2

Live load = 1times2 = 2 Nm2

= 775 Nm2

Calculation of loads on Columns

SNO TYPE OF LOAD FLOOR LOAD PLINTH LOAD ROOF LOAD

1

2

3

Slab load

Beam load

Brick load

7725times695times1025

= 55031

21625times03times06times25= 9731

21625times023

times306times20= 3044

9520

_

1465times03times06times25= 65925

_

65925

775times695times775

= 41608

21625times03times06times25= 9731

10times0115times1

times20=230

5364

4

7 floors

Loads= =

Column load

7times9520=66640

FL + PL+ RL

72664

3138times045times120times25= 4237

_

_

Total load on column = 72664 + 4237 = 7960 ndash 10598 = 758402 KN

DESIGN OF COLUMNS

1 Load on column P = 7585KN

2 fck = 25 fy = 415

3 Section 450 1200

4 Mux = 846 times 0457 = 38662 KN-m times 15

= 57993 KN-m

Muy = 35047 times 0425 = 14892 KN-m times 15

= 22338 KN-m

5 Moment due to minimum eccentricity

Mex = 7585 times 002 = 1517 KN-m

Mey = 7585 times 002 = 1517 KN-m

6 (Pufcktimesbtimesd) = [(15x7585x10x10x10)divide

(25times450times1200)] = 0843

7 As a first trial assume the of steel p = 5

(Pfck) = (5525) = 022

8 Uniaxial moment capacity of the section about x-x axis

(dD) = 012 asymp 015

9 For (dD) = 015 amp (Pufck b D) = 0843 amp (Pfck) = 022

(Mufck b D2) = 012

Mux1 = 012 times 25 times 1200 times 450times450

= 729 KN-m

Uniaxial moment capacity of the section about y-y axis

(d D) = (531200) = 0044 asymp 01

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You

Types of Reinforcements for columns and their requirements

Longitudinal Reinforcement

Minimum area of cross-section of longitudinal bars must be at least

08 of gross section area of the column

Maximum area of cross-section of longitudinal bars must not exceed

6 of the gross cross-section area of the column

The bars should not be less than 12mm in diameter

Minimum number of longitudinal bars must be four in rectangular

column and 6 in circular column

Spacing of longitudinal bars measures along the periphery of a

column should not exceed 300mm

Transverse reinforcement

It may be in the form of lateral ties or spirals

The diameter of the lateral ties should not be less

than 14th of the diameter of the largest longitudinal

bar and in no case less than 6mm

The pitch of lateral ties should not exceed

Least lateral dimension

16 x diameter of longitudinal bars (small)

300mm

Reinforced column

LIMIT STATE METHOD

Limit State Method of a design in an improvement

of ultimate load design In the Limit State Method a

structure is designed to withstand all loads likely on it

in this duration of its life span and also to satisfy the

serviceability requirements before failure can occur

The following limit states are considered in the design of structure

Limit state of collapse The design based on the limit state of collapse provides the necessary of safety of structures against partial or total collapse of the structure

Limit state of serviceability This limit states relates to the performance of the structure at working loads and prevents objectionable deflection cracking vibration etc

Limit state of durability Rain floods fire earthquake serious weather etc of forces of nature which may effect the durability of structure Limits in the form of specification are provided to cover the durability of structure

THE MOMENT DISTRIBUTION METHOD

The moment distribution method was first introduced by Prof Hardy Cross in 1932 and is without doubt one of the most important contributions to structural analysis in the twentieth century It is an ingenious amp convenient method of handling the stress analysis of rigid jointed structures

The method of moment distribution usually does not involve as many simultaneous equations and is often much shorter than any of the methods of analysis of indeterminate beams

Moment Distribution is a mechanical process dealing with indeterminate structures

It is basically a numerical technique which enables successive approximations to the final set of moments carried by a rigid-jointed structure to be made by a systematic ldquolockingrdquo and ldquorelaxingrdquo of the joints of the structural element(s)

LOADS

Structural members must be designed

to support specific loads Loads are those forces

for which a structure should be proportioned

Loads that act on structure can be divided into

three categoriesDead loadsLive loadsEnvironmental loads

Dead Loads

Dead loads are those that are constant in

magnitude and fixed in location throughout the lifetime of the

structure It includes the weight of the structure and any

permanent material placed on the structure such as roofing

tiles walls etc They can be determined with a high degree of

accuracy from the dimensions of the elements and the unit

weight of the material

Live loads

Live loads are those that may vary in

magnitude and may also change in location Live loads

consists chiefly occupancy loads in buildings and traffic

loads in bridges Live loads at any given time are

uncertain both in magnitude and distribution

Environmental loads

Consists mainly of snow loads wind pressure and

suction earthquake loads (ie inertial forces) caused by

earthquake motions Soil pressure on subsurface portion of

structures loads from possible ponding of rainwater on flat

surfaces and forces caused by temperature differences Like

live loads environmental loads at any given time are

uncertain both in magnitude and distribution

Important points used in this project

Characteristic Strengths of Steel

fy = 500Nmm2 250 Nmm2

fy = 425 Nmm2 250 Nmm2 Recommended Grades of Structural Concrete

Grades 30 35 and 40 (fck = 30 35 40 Nmm2 respectively)

Lower grades are not recommended for use in structures and

the use of higher concrete grades is rarely economically

justified

Loads on slabs

Dead load of slab = 015times25 = 375 Nm2

Partition load = 1times1= 10 Nm2

Plinth load =1times15 = 15 Nm2

Live load = 1times4 = 4 Nm2

= 1025 Nm2

Roof loads

Dead load of slab = 013times25 = 325Nm2

Partition load = 1times1 = 10 Nm2

Plinth load = 1times15 = 15 Nm2

Live load = 1times2 = 2 Nm2

= 775 Nm2

Calculation of loads on Columns

SNO TYPE OF LOAD FLOOR LOAD PLINTH LOAD ROOF LOAD

1

2

3

Slab load

Beam load

Brick load

7725times695times1025

= 55031

21625times03times06times25= 9731

21625times023

times306times20= 3044

9520

_

1465times03times06times25= 65925

_

65925

775times695times775

= 41608

21625times03times06times25= 9731

10times0115times1

times20=230

5364

4

7 floors

Loads= =

Column load

7times9520=66640

FL + PL+ RL

72664

3138times045times120times25= 4237

_

_

Total load on column = 72664 + 4237 = 7960 ndash 10598 = 758402 KN

DESIGN OF COLUMNS

1 Load on column P = 7585KN

2 fck = 25 fy = 415

3 Section 450 1200

4 Mux = 846 times 0457 = 38662 KN-m times 15

= 57993 KN-m

Muy = 35047 times 0425 = 14892 KN-m times 15

= 22338 KN-m

5 Moment due to minimum eccentricity

Mex = 7585 times 002 = 1517 KN-m

Mey = 7585 times 002 = 1517 KN-m

6 (Pufcktimesbtimesd) = [(15x7585x10x10x10)divide

(25times450times1200)] = 0843

7 As a first trial assume the of steel p = 5

(Pfck) = (5525) = 022

8 Uniaxial moment capacity of the section about x-x axis

(dD) = 012 asymp 015

9 For (dD) = 015 amp (Pufck b D) = 0843 amp (Pfck) = 022

(Mufck b D2) = 012

Mux1 = 012 times 25 times 1200 times 450times450

= 729 KN-m

Uniaxial moment capacity of the section about y-y axis

(d D) = (531200) = 0044 asymp 01

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You

Transverse reinforcement

It may be in the form of lateral ties or spirals

The diameter of the lateral ties should not be less

than 14th of the diameter of the largest longitudinal

bar and in no case less than 6mm

The pitch of lateral ties should not exceed

Least lateral dimension

16 x diameter of longitudinal bars (small)

300mm

Reinforced column

LIMIT STATE METHOD

Limit State Method of a design in an improvement

of ultimate load design In the Limit State Method a

structure is designed to withstand all loads likely on it

in this duration of its life span and also to satisfy the

serviceability requirements before failure can occur

The following limit states are considered in the design of structure

Limit state of collapse The design based on the limit state of collapse provides the necessary of safety of structures against partial or total collapse of the structure

Limit state of serviceability This limit states relates to the performance of the structure at working loads and prevents objectionable deflection cracking vibration etc

Limit state of durability Rain floods fire earthquake serious weather etc of forces of nature which may effect the durability of structure Limits in the form of specification are provided to cover the durability of structure

THE MOMENT DISTRIBUTION METHOD

The moment distribution method was first introduced by Prof Hardy Cross in 1932 and is without doubt one of the most important contributions to structural analysis in the twentieth century It is an ingenious amp convenient method of handling the stress analysis of rigid jointed structures

The method of moment distribution usually does not involve as many simultaneous equations and is often much shorter than any of the methods of analysis of indeterminate beams

Moment Distribution is a mechanical process dealing with indeterminate structures

It is basically a numerical technique which enables successive approximations to the final set of moments carried by a rigid-jointed structure to be made by a systematic ldquolockingrdquo and ldquorelaxingrdquo of the joints of the structural element(s)

LOADS

Structural members must be designed

to support specific loads Loads are those forces

for which a structure should be proportioned

Loads that act on structure can be divided into

three categoriesDead loadsLive loadsEnvironmental loads

Dead Loads

Dead loads are those that are constant in

magnitude and fixed in location throughout the lifetime of the

structure It includes the weight of the structure and any

permanent material placed on the structure such as roofing

tiles walls etc They can be determined with a high degree of

accuracy from the dimensions of the elements and the unit

weight of the material

Live loads

Live loads are those that may vary in

magnitude and may also change in location Live loads

consists chiefly occupancy loads in buildings and traffic

loads in bridges Live loads at any given time are

uncertain both in magnitude and distribution

Environmental loads

Consists mainly of snow loads wind pressure and

suction earthquake loads (ie inertial forces) caused by

earthquake motions Soil pressure on subsurface portion of

structures loads from possible ponding of rainwater on flat

surfaces and forces caused by temperature differences Like

live loads environmental loads at any given time are

uncertain both in magnitude and distribution

Important points used in this project

Characteristic Strengths of Steel

fy = 500Nmm2 250 Nmm2

fy = 425 Nmm2 250 Nmm2 Recommended Grades of Structural Concrete

Grades 30 35 and 40 (fck = 30 35 40 Nmm2 respectively)

Lower grades are not recommended for use in structures and

the use of higher concrete grades is rarely economically

justified

Loads on slabs

Dead load of slab = 015times25 = 375 Nm2

Partition load = 1times1= 10 Nm2

Plinth load =1times15 = 15 Nm2

Live load = 1times4 = 4 Nm2

= 1025 Nm2

Roof loads

Dead load of slab = 013times25 = 325Nm2

Partition load = 1times1 = 10 Nm2

Plinth load = 1times15 = 15 Nm2

Live load = 1times2 = 2 Nm2

= 775 Nm2

Calculation of loads on Columns

SNO TYPE OF LOAD FLOOR LOAD PLINTH LOAD ROOF LOAD

1

2

3

Slab load

Beam load

Brick load

7725times695times1025

= 55031

21625times03times06times25= 9731

21625times023

times306times20= 3044

9520

_

1465times03times06times25= 65925

_

65925

775times695times775

= 41608

21625times03times06times25= 9731

10times0115times1

times20=230

5364

4

7 floors

Loads= =

Column load

7times9520=66640

FL + PL+ RL

72664

3138times045times120times25= 4237

_

_

Total load on column = 72664 + 4237 = 7960 ndash 10598 = 758402 KN

DESIGN OF COLUMNS

1 Load on column P = 7585KN

2 fck = 25 fy = 415

3 Section 450 1200

4 Mux = 846 times 0457 = 38662 KN-m times 15

= 57993 KN-m

Muy = 35047 times 0425 = 14892 KN-m times 15

= 22338 KN-m

5 Moment due to minimum eccentricity

Mex = 7585 times 002 = 1517 KN-m

Mey = 7585 times 002 = 1517 KN-m

6 (Pufcktimesbtimesd) = [(15x7585x10x10x10)divide

(25times450times1200)] = 0843

7 As a first trial assume the of steel p = 5

(Pfck) = (5525) = 022

8 Uniaxial moment capacity of the section about x-x axis

(dD) = 012 asymp 015

9 For (dD) = 015 amp (Pufck b D) = 0843 amp (Pfck) = 022

(Mufck b D2) = 012

Mux1 = 012 times 25 times 1200 times 450times450

= 729 KN-m

Uniaxial moment capacity of the section about y-y axis

(d D) = (531200) = 0044 asymp 01

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You

Reinforced column

LIMIT STATE METHOD

Limit State Method of a design in an improvement

of ultimate load design In the Limit State Method a

structure is designed to withstand all loads likely on it

in this duration of its life span and also to satisfy the

serviceability requirements before failure can occur

The following limit states are considered in the design of structure

Limit state of collapse The design based on the limit state of collapse provides the necessary of safety of structures against partial or total collapse of the structure

Limit state of serviceability This limit states relates to the performance of the structure at working loads and prevents objectionable deflection cracking vibration etc

Limit state of durability Rain floods fire earthquake serious weather etc of forces of nature which may effect the durability of structure Limits in the form of specification are provided to cover the durability of structure

THE MOMENT DISTRIBUTION METHOD

The moment distribution method was first introduced by Prof Hardy Cross in 1932 and is without doubt one of the most important contributions to structural analysis in the twentieth century It is an ingenious amp convenient method of handling the stress analysis of rigid jointed structures

The method of moment distribution usually does not involve as many simultaneous equations and is often much shorter than any of the methods of analysis of indeterminate beams

Moment Distribution is a mechanical process dealing with indeterminate structures

It is basically a numerical technique which enables successive approximations to the final set of moments carried by a rigid-jointed structure to be made by a systematic ldquolockingrdquo and ldquorelaxingrdquo of the joints of the structural element(s)

LOADS

Structural members must be designed

to support specific loads Loads are those forces

for which a structure should be proportioned

Loads that act on structure can be divided into

three categoriesDead loadsLive loadsEnvironmental loads

Dead Loads

Dead loads are those that are constant in

magnitude and fixed in location throughout the lifetime of the

structure It includes the weight of the structure and any

permanent material placed on the structure such as roofing

tiles walls etc They can be determined with a high degree of

accuracy from the dimensions of the elements and the unit

weight of the material

Live loads

Live loads are those that may vary in

magnitude and may also change in location Live loads

consists chiefly occupancy loads in buildings and traffic

loads in bridges Live loads at any given time are

uncertain both in magnitude and distribution

Environmental loads

Consists mainly of snow loads wind pressure and

suction earthquake loads (ie inertial forces) caused by

earthquake motions Soil pressure on subsurface portion of

structures loads from possible ponding of rainwater on flat

surfaces and forces caused by temperature differences Like

live loads environmental loads at any given time are

uncertain both in magnitude and distribution

Important points used in this project

Characteristic Strengths of Steel

fy = 500Nmm2 250 Nmm2

fy = 425 Nmm2 250 Nmm2 Recommended Grades of Structural Concrete

Grades 30 35 and 40 (fck = 30 35 40 Nmm2 respectively)

Lower grades are not recommended for use in structures and

the use of higher concrete grades is rarely economically

justified

Loads on slabs

Dead load of slab = 015times25 = 375 Nm2

Partition load = 1times1= 10 Nm2

Plinth load =1times15 = 15 Nm2

Live load = 1times4 = 4 Nm2

= 1025 Nm2

Roof loads

Dead load of slab = 013times25 = 325Nm2

Partition load = 1times1 = 10 Nm2

Plinth load = 1times15 = 15 Nm2

Live load = 1times2 = 2 Nm2

= 775 Nm2

Calculation of loads on Columns

SNO TYPE OF LOAD FLOOR LOAD PLINTH LOAD ROOF LOAD

1

2

3

Slab load

Beam load

Brick load

7725times695times1025

= 55031

21625times03times06times25= 9731

21625times023

times306times20= 3044

9520

_

1465times03times06times25= 65925

_

65925

775times695times775

= 41608

21625times03times06times25= 9731

10times0115times1

times20=230

5364

4

7 floors

Loads= =

Column load

7times9520=66640

FL + PL+ RL

72664

3138times045times120times25= 4237

_

_

Total load on column = 72664 + 4237 = 7960 ndash 10598 = 758402 KN

DESIGN OF COLUMNS

1 Load on column P = 7585KN

2 fck = 25 fy = 415

3 Section 450 1200

4 Mux = 846 times 0457 = 38662 KN-m times 15

= 57993 KN-m

Muy = 35047 times 0425 = 14892 KN-m times 15

= 22338 KN-m

5 Moment due to minimum eccentricity

Mex = 7585 times 002 = 1517 KN-m

Mey = 7585 times 002 = 1517 KN-m

6 (Pufcktimesbtimesd) = [(15x7585x10x10x10)divide

(25times450times1200)] = 0843

7 As a first trial assume the of steel p = 5

(Pfck) = (5525) = 022

8 Uniaxial moment capacity of the section about x-x axis

(dD) = 012 asymp 015

9 For (dD) = 015 amp (Pufck b D) = 0843 amp (Pfck) = 022

(Mufck b D2) = 012

Mux1 = 012 times 25 times 1200 times 450times450

= 729 KN-m

Uniaxial moment capacity of the section about y-y axis

(d D) = (531200) = 0044 asymp 01

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You

LIMIT STATE METHOD

Limit State Method of a design in an improvement

of ultimate load design In the Limit State Method a

structure is designed to withstand all loads likely on it

in this duration of its life span and also to satisfy the

serviceability requirements before failure can occur

The following limit states are considered in the design of structure

Limit state of collapse The design based on the limit state of collapse provides the necessary of safety of structures against partial or total collapse of the structure

Limit state of serviceability This limit states relates to the performance of the structure at working loads and prevents objectionable deflection cracking vibration etc

Limit state of durability Rain floods fire earthquake serious weather etc of forces of nature which may effect the durability of structure Limits in the form of specification are provided to cover the durability of structure

THE MOMENT DISTRIBUTION METHOD

The moment distribution method was first introduced by Prof Hardy Cross in 1932 and is without doubt one of the most important contributions to structural analysis in the twentieth century It is an ingenious amp convenient method of handling the stress analysis of rigid jointed structures

The method of moment distribution usually does not involve as many simultaneous equations and is often much shorter than any of the methods of analysis of indeterminate beams

Moment Distribution is a mechanical process dealing with indeterminate structures

It is basically a numerical technique which enables successive approximations to the final set of moments carried by a rigid-jointed structure to be made by a systematic ldquolockingrdquo and ldquorelaxingrdquo of the joints of the structural element(s)

LOADS

Structural members must be designed

to support specific loads Loads are those forces

for which a structure should be proportioned

Loads that act on structure can be divided into

three categoriesDead loadsLive loadsEnvironmental loads

Dead Loads

Dead loads are those that are constant in

magnitude and fixed in location throughout the lifetime of the

structure It includes the weight of the structure and any

permanent material placed on the structure such as roofing

tiles walls etc They can be determined with a high degree of

accuracy from the dimensions of the elements and the unit

weight of the material

Live loads

Live loads are those that may vary in

magnitude and may also change in location Live loads

consists chiefly occupancy loads in buildings and traffic

loads in bridges Live loads at any given time are

uncertain both in magnitude and distribution

Environmental loads

Consists mainly of snow loads wind pressure and

suction earthquake loads (ie inertial forces) caused by

earthquake motions Soil pressure on subsurface portion of

structures loads from possible ponding of rainwater on flat

surfaces and forces caused by temperature differences Like

live loads environmental loads at any given time are

uncertain both in magnitude and distribution

Important points used in this project

Characteristic Strengths of Steel

fy = 500Nmm2 250 Nmm2

fy = 425 Nmm2 250 Nmm2 Recommended Grades of Structural Concrete

Grades 30 35 and 40 (fck = 30 35 40 Nmm2 respectively)

Lower grades are not recommended for use in structures and

the use of higher concrete grades is rarely economically

justified

Loads on slabs

Dead load of slab = 015times25 = 375 Nm2

Partition load = 1times1= 10 Nm2

Plinth load =1times15 = 15 Nm2

Live load = 1times4 = 4 Nm2

= 1025 Nm2

Roof loads

Dead load of slab = 013times25 = 325Nm2

Partition load = 1times1 = 10 Nm2

Plinth load = 1times15 = 15 Nm2

Live load = 1times2 = 2 Nm2

= 775 Nm2

Calculation of loads on Columns

SNO TYPE OF LOAD FLOOR LOAD PLINTH LOAD ROOF LOAD

1

2

3

Slab load

Beam load

Brick load

7725times695times1025

= 55031

21625times03times06times25= 9731

21625times023

times306times20= 3044

9520

_

1465times03times06times25= 65925

_

65925

775times695times775

= 41608

21625times03times06times25= 9731

10times0115times1

times20=230

5364

4

7 floors

Loads= =

Column load

7times9520=66640

FL + PL+ RL

72664

3138times045times120times25= 4237

_

_

Total load on column = 72664 + 4237 = 7960 ndash 10598 = 758402 KN

DESIGN OF COLUMNS

1 Load on column P = 7585KN

2 fck = 25 fy = 415

3 Section 450 1200

4 Mux = 846 times 0457 = 38662 KN-m times 15

= 57993 KN-m

Muy = 35047 times 0425 = 14892 KN-m times 15

= 22338 KN-m

5 Moment due to minimum eccentricity

Mex = 7585 times 002 = 1517 KN-m

Mey = 7585 times 002 = 1517 KN-m

6 (Pufcktimesbtimesd) = [(15x7585x10x10x10)divide

(25times450times1200)] = 0843

7 As a first trial assume the of steel p = 5

(Pfck) = (5525) = 022

8 Uniaxial moment capacity of the section about x-x axis

(dD) = 012 asymp 015

9 For (dD) = 015 amp (Pufck b D) = 0843 amp (Pfck) = 022

(Mufck b D2) = 012

Mux1 = 012 times 25 times 1200 times 450times450

= 729 KN-m

Uniaxial moment capacity of the section about y-y axis

(d D) = (531200) = 0044 asymp 01

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You

The following limit states are considered in the design of structure

Limit state of collapse The design based on the limit state of collapse provides the necessary of safety of structures against partial or total collapse of the structure

Limit state of serviceability This limit states relates to the performance of the structure at working loads and prevents objectionable deflection cracking vibration etc

Limit state of durability Rain floods fire earthquake serious weather etc of forces of nature which may effect the durability of structure Limits in the form of specification are provided to cover the durability of structure

THE MOMENT DISTRIBUTION METHOD

The moment distribution method was first introduced by Prof Hardy Cross in 1932 and is without doubt one of the most important contributions to structural analysis in the twentieth century It is an ingenious amp convenient method of handling the stress analysis of rigid jointed structures

The method of moment distribution usually does not involve as many simultaneous equations and is often much shorter than any of the methods of analysis of indeterminate beams

Moment Distribution is a mechanical process dealing with indeterminate structures

It is basically a numerical technique which enables successive approximations to the final set of moments carried by a rigid-jointed structure to be made by a systematic ldquolockingrdquo and ldquorelaxingrdquo of the joints of the structural element(s)

LOADS

Structural members must be designed

to support specific loads Loads are those forces

for which a structure should be proportioned

Loads that act on structure can be divided into

three categoriesDead loadsLive loadsEnvironmental loads

Dead Loads

Dead loads are those that are constant in

magnitude and fixed in location throughout the lifetime of the

structure It includes the weight of the structure and any

permanent material placed on the structure such as roofing

tiles walls etc They can be determined with a high degree of

accuracy from the dimensions of the elements and the unit

weight of the material

Live loads

Live loads are those that may vary in

magnitude and may also change in location Live loads

consists chiefly occupancy loads in buildings and traffic

loads in bridges Live loads at any given time are

uncertain both in magnitude and distribution

Environmental loads

Consists mainly of snow loads wind pressure and

suction earthquake loads (ie inertial forces) caused by

earthquake motions Soil pressure on subsurface portion of

structures loads from possible ponding of rainwater on flat

surfaces and forces caused by temperature differences Like

live loads environmental loads at any given time are

uncertain both in magnitude and distribution

Important points used in this project

Characteristic Strengths of Steel

fy = 500Nmm2 250 Nmm2

fy = 425 Nmm2 250 Nmm2 Recommended Grades of Structural Concrete

Grades 30 35 and 40 (fck = 30 35 40 Nmm2 respectively)

Lower grades are not recommended for use in structures and

the use of higher concrete grades is rarely economically

justified

Loads on slabs

Dead load of slab = 015times25 = 375 Nm2

Partition load = 1times1= 10 Nm2

Plinth load =1times15 = 15 Nm2

Live load = 1times4 = 4 Nm2

= 1025 Nm2

Roof loads

Dead load of slab = 013times25 = 325Nm2

Partition load = 1times1 = 10 Nm2

Plinth load = 1times15 = 15 Nm2

Live load = 1times2 = 2 Nm2

= 775 Nm2

Calculation of loads on Columns

SNO TYPE OF LOAD FLOOR LOAD PLINTH LOAD ROOF LOAD

1

2

3

Slab load

Beam load

Brick load

7725times695times1025

= 55031

21625times03times06times25= 9731

21625times023

times306times20= 3044

9520

_

1465times03times06times25= 65925

_

65925

775times695times775

= 41608

21625times03times06times25= 9731

10times0115times1

times20=230

5364

4

7 floors

Loads= =

Column load

7times9520=66640

FL + PL+ RL

72664

3138times045times120times25= 4237

_

_

Total load on column = 72664 + 4237 = 7960 ndash 10598 = 758402 KN

DESIGN OF COLUMNS

1 Load on column P = 7585KN

2 fck = 25 fy = 415

3 Section 450 1200

4 Mux = 846 times 0457 = 38662 KN-m times 15

= 57993 KN-m

Muy = 35047 times 0425 = 14892 KN-m times 15

= 22338 KN-m

5 Moment due to minimum eccentricity

Mex = 7585 times 002 = 1517 KN-m

Mey = 7585 times 002 = 1517 KN-m

6 (Pufcktimesbtimesd) = [(15x7585x10x10x10)divide

(25times450times1200)] = 0843

7 As a first trial assume the of steel p = 5

(Pfck) = (5525) = 022

8 Uniaxial moment capacity of the section about x-x axis

(dD) = 012 asymp 015

9 For (dD) = 015 amp (Pufck b D) = 0843 amp (Pfck) = 022

(Mufck b D2) = 012

Mux1 = 012 times 25 times 1200 times 450times450

= 729 KN-m

Uniaxial moment capacity of the section about y-y axis

(d D) = (531200) = 0044 asymp 01

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You

THE MOMENT DISTRIBUTION METHOD

The moment distribution method was first introduced by Prof Hardy Cross in 1932 and is without doubt one of the most important contributions to structural analysis in the twentieth century It is an ingenious amp convenient method of handling the stress analysis of rigid jointed structures

The method of moment distribution usually does not involve as many simultaneous equations and is often much shorter than any of the methods of analysis of indeterminate beams

Moment Distribution is a mechanical process dealing with indeterminate structures

It is basically a numerical technique which enables successive approximations to the final set of moments carried by a rigid-jointed structure to be made by a systematic ldquolockingrdquo and ldquorelaxingrdquo of the joints of the structural element(s)

LOADS

Structural members must be designed

to support specific loads Loads are those forces

for which a structure should be proportioned

Loads that act on structure can be divided into

three categoriesDead loadsLive loadsEnvironmental loads

Dead Loads

Dead loads are those that are constant in

magnitude and fixed in location throughout the lifetime of the

structure It includes the weight of the structure and any

permanent material placed on the structure such as roofing

tiles walls etc They can be determined with a high degree of

accuracy from the dimensions of the elements and the unit

weight of the material

Live loads

Live loads are those that may vary in

magnitude and may also change in location Live loads

consists chiefly occupancy loads in buildings and traffic

loads in bridges Live loads at any given time are

uncertain both in magnitude and distribution

Environmental loads

Consists mainly of snow loads wind pressure and

suction earthquake loads (ie inertial forces) caused by

earthquake motions Soil pressure on subsurface portion of

structures loads from possible ponding of rainwater on flat

surfaces and forces caused by temperature differences Like

live loads environmental loads at any given time are

uncertain both in magnitude and distribution

Important points used in this project

Characteristic Strengths of Steel

fy = 500Nmm2 250 Nmm2

fy = 425 Nmm2 250 Nmm2 Recommended Grades of Structural Concrete

Grades 30 35 and 40 (fck = 30 35 40 Nmm2 respectively)

Lower grades are not recommended for use in structures and

the use of higher concrete grades is rarely economically

justified

Loads on slabs

Dead load of slab = 015times25 = 375 Nm2

Partition load = 1times1= 10 Nm2

Plinth load =1times15 = 15 Nm2

Live load = 1times4 = 4 Nm2

= 1025 Nm2

Roof loads

Dead load of slab = 013times25 = 325Nm2

Partition load = 1times1 = 10 Nm2

Plinth load = 1times15 = 15 Nm2

Live load = 1times2 = 2 Nm2

= 775 Nm2

Calculation of loads on Columns

SNO TYPE OF LOAD FLOOR LOAD PLINTH LOAD ROOF LOAD

1

2

3

Slab load

Beam load

Brick load

7725times695times1025

= 55031

21625times03times06times25= 9731

21625times023

times306times20= 3044

9520

_

1465times03times06times25= 65925

_

65925

775times695times775

= 41608

21625times03times06times25= 9731

10times0115times1

times20=230

5364

4

7 floors

Loads= =

Column load

7times9520=66640

FL + PL+ RL

72664

3138times045times120times25= 4237

_

_

Total load on column = 72664 + 4237 = 7960 ndash 10598 = 758402 KN

DESIGN OF COLUMNS

1 Load on column P = 7585KN

2 fck = 25 fy = 415

3 Section 450 1200

4 Mux = 846 times 0457 = 38662 KN-m times 15

= 57993 KN-m

Muy = 35047 times 0425 = 14892 KN-m times 15

= 22338 KN-m

5 Moment due to minimum eccentricity

Mex = 7585 times 002 = 1517 KN-m

Mey = 7585 times 002 = 1517 KN-m

6 (Pufcktimesbtimesd) = [(15x7585x10x10x10)divide

(25times450times1200)] = 0843

7 As a first trial assume the of steel p = 5

(Pfck) = (5525) = 022

8 Uniaxial moment capacity of the section about x-x axis

(dD) = 012 asymp 015

9 For (dD) = 015 amp (Pufck b D) = 0843 amp (Pfck) = 022

(Mufck b D2) = 012

Mux1 = 012 times 25 times 1200 times 450times450

= 729 KN-m

Uniaxial moment capacity of the section about y-y axis

(d D) = (531200) = 0044 asymp 01

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You

LOADS

Structural members must be designed

to support specific loads Loads are those forces

for which a structure should be proportioned

Loads that act on structure can be divided into

three categoriesDead loadsLive loadsEnvironmental loads

Dead Loads

Dead loads are those that are constant in

magnitude and fixed in location throughout the lifetime of the

structure It includes the weight of the structure and any

permanent material placed on the structure such as roofing

tiles walls etc They can be determined with a high degree of

accuracy from the dimensions of the elements and the unit

weight of the material

Live loads

Live loads are those that may vary in

magnitude and may also change in location Live loads

consists chiefly occupancy loads in buildings and traffic

loads in bridges Live loads at any given time are

uncertain both in magnitude and distribution

Environmental loads

Consists mainly of snow loads wind pressure and

suction earthquake loads (ie inertial forces) caused by

earthquake motions Soil pressure on subsurface portion of

structures loads from possible ponding of rainwater on flat

surfaces and forces caused by temperature differences Like

live loads environmental loads at any given time are

uncertain both in magnitude and distribution

Important points used in this project

Characteristic Strengths of Steel

fy = 500Nmm2 250 Nmm2

fy = 425 Nmm2 250 Nmm2 Recommended Grades of Structural Concrete

Grades 30 35 and 40 (fck = 30 35 40 Nmm2 respectively)

Lower grades are not recommended for use in structures and

the use of higher concrete grades is rarely economically

justified

Loads on slabs

Dead load of slab = 015times25 = 375 Nm2

Partition load = 1times1= 10 Nm2

Plinth load =1times15 = 15 Nm2

Live load = 1times4 = 4 Nm2

= 1025 Nm2

Roof loads

Dead load of slab = 013times25 = 325Nm2

Partition load = 1times1 = 10 Nm2

Plinth load = 1times15 = 15 Nm2

Live load = 1times2 = 2 Nm2

= 775 Nm2

Calculation of loads on Columns

SNO TYPE OF LOAD FLOOR LOAD PLINTH LOAD ROOF LOAD

1

2

3

Slab load

Beam load

Brick load

7725times695times1025

= 55031

21625times03times06times25= 9731

21625times023

times306times20= 3044

9520

_

1465times03times06times25= 65925

_

65925

775times695times775

= 41608

21625times03times06times25= 9731

10times0115times1

times20=230

5364

4

7 floors

Loads= =

Column load

7times9520=66640

FL + PL+ RL

72664

3138times045times120times25= 4237

_

_

Total load on column = 72664 + 4237 = 7960 ndash 10598 = 758402 KN

DESIGN OF COLUMNS

1 Load on column P = 7585KN

2 fck = 25 fy = 415

3 Section 450 1200

4 Mux = 846 times 0457 = 38662 KN-m times 15

= 57993 KN-m

Muy = 35047 times 0425 = 14892 KN-m times 15

= 22338 KN-m

5 Moment due to minimum eccentricity

Mex = 7585 times 002 = 1517 KN-m

Mey = 7585 times 002 = 1517 KN-m

6 (Pufcktimesbtimesd) = [(15x7585x10x10x10)divide

(25times450times1200)] = 0843

7 As a first trial assume the of steel p = 5

(Pfck) = (5525) = 022

8 Uniaxial moment capacity of the section about x-x axis

(dD) = 012 asymp 015

9 For (dD) = 015 amp (Pufck b D) = 0843 amp (Pfck) = 022

(Mufck b D2) = 012

Mux1 = 012 times 25 times 1200 times 450times450

= 729 KN-m

Uniaxial moment capacity of the section about y-y axis

(d D) = (531200) = 0044 asymp 01

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You

Dead Loads

Dead loads are those that are constant in

magnitude and fixed in location throughout the lifetime of the

structure It includes the weight of the structure and any

permanent material placed on the structure such as roofing

tiles walls etc They can be determined with a high degree of

accuracy from the dimensions of the elements and the unit

weight of the material

Live loads

Live loads are those that may vary in

magnitude and may also change in location Live loads

consists chiefly occupancy loads in buildings and traffic

loads in bridges Live loads at any given time are

uncertain both in magnitude and distribution

Environmental loads

Consists mainly of snow loads wind pressure and

suction earthquake loads (ie inertial forces) caused by

earthquake motions Soil pressure on subsurface portion of

structures loads from possible ponding of rainwater on flat

surfaces and forces caused by temperature differences Like

live loads environmental loads at any given time are

uncertain both in magnitude and distribution

Important points used in this project

Characteristic Strengths of Steel

fy = 500Nmm2 250 Nmm2

fy = 425 Nmm2 250 Nmm2 Recommended Grades of Structural Concrete

Grades 30 35 and 40 (fck = 30 35 40 Nmm2 respectively)

Lower grades are not recommended for use in structures and

the use of higher concrete grades is rarely economically

justified

Loads on slabs

Dead load of slab = 015times25 = 375 Nm2

Partition load = 1times1= 10 Nm2

Plinth load =1times15 = 15 Nm2

Live load = 1times4 = 4 Nm2

= 1025 Nm2

Roof loads

Dead load of slab = 013times25 = 325Nm2

Partition load = 1times1 = 10 Nm2

Plinth load = 1times15 = 15 Nm2

Live load = 1times2 = 2 Nm2

= 775 Nm2

Calculation of loads on Columns

SNO TYPE OF LOAD FLOOR LOAD PLINTH LOAD ROOF LOAD

1

2

3

Slab load

Beam load

Brick load

7725times695times1025

= 55031

21625times03times06times25= 9731

21625times023

times306times20= 3044

9520

_

1465times03times06times25= 65925

_

65925

775times695times775

= 41608

21625times03times06times25= 9731

10times0115times1

times20=230

5364

4

7 floors

Loads= =

Column load

7times9520=66640

FL + PL+ RL

72664

3138times045times120times25= 4237

_

_

Total load on column = 72664 + 4237 = 7960 ndash 10598 = 758402 KN

DESIGN OF COLUMNS

1 Load on column P = 7585KN

2 fck = 25 fy = 415

3 Section 450 1200

4 Mux = 846 times 0457 = 38662 KN-m times 15

= 57993 KN-m

Muy = 35047 times 0425 = 14892 KN-m times 15

= 22338 KN-m

5 Moment due to minimum eccentricity

Mex = 7585 times 002 = 1517 KN-m

Mey = 7585 times 002 = 1517 KN-m

6 (Pufcktimesbtimesd) = [(15x7585x10x10x10)divide

(25times450times1200)] = 0843

7 As a first trial assume the of steel p = 5

(Pfck) = (5525) = 022

8 Uniaxial moment capacity of the section about x-x axis

(dD) = 012 asymp 015

9 For (dD) = 015 amp (Pufck b D) = 0843 amp (Pfck) = 022

(Mufck b D2) = 012

Mux1 = 012 times 25 times 1200 times 450times450

= 729 KN-m

Uniaxial moment capacity of the section about y-y axis

(d D) = (531200) = 0044 asymp 01

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You

Live loads

Live loads are those that may vary in

magnitude and may also change in location Live loads

consists chiefly occupancy loads in buildings and traffic

loads in bridges Live loads at any given time are

uncertain both in magnitude and distribution

Environmental loads

Consists mainly of snow loads wind pressure and

suction earthquake loads (ie inertial forces) caused by

earthquake motions Soil pressure on subsurface portion of

structures loads from possible ponding of rainwater on flat

surfaces and forces caused by temperature differences Like

live loads environmental loads at any given time are

uncertain both in magnitude and distribution

Important points used in this project

Characteristic Strengths of Steel

fy = 500Nmm2 250 Nmm2

fy = 425 Nmm2 250 Nmm2 Recommended Grades of Structural Concrete

Grades 30 35 and 40 (fck = 30 35 40 Nmm2 respectively)

Lower grades are not recommended for use in structures and

the use of higher concrete grades is rarely economically

justified

Loads on slabs

Dead load of slab = 015times25 = 375 Nm2

Partition load = 1times1= 10 Nm2

Plinth load =1times15 = 15 Nm2

Live load = 1times4 = 4 Nm2

= 1025 Nm2

Roof loads

Dead load of slab = 013times25 = 325Nm2

Partition load = 1times1 = 10 Nm2

Plinth load = 1times15 = 15 Nm2

Live load = 1times2 = 2 Nm2

= 775 Nm2

Calculation of loads on Columns

SNO TYPE OF LOAD FLOOR LOAD PLINTH LOAD ROOF LOAD

1

2

3

Slab load

Beam load

Brick load

7725times695times1025

= 55031

21625times03times06times25= 9731

21625times023

times306times20= 3044

9520

_

1465times03times06times25= 65925

_

65925

775times695times775

= 41608

21625times03times06times25= 9731

10times0115times1

times20=230

5364

4

7 floors

Loads= =

Column load

7times9520=66640

FL + PL+ RL

72664

3138times045times120times25= 4237

_

_

Total load on column = 72664 + 4237 = 7960 ndash 10598 = 758402 KN

DESIGN OF COLUMNS

1 Load on column P = 7585KN

2 fck = 25 fy = 415

3 Section 450 1200

4 Mux = 846 times 0457 = 38662 KN-m times 15

= 57993 KN-m

Muy = 35047 times 0425 = 14892 KN-m times 15

= 22338 KN-m

5 Moment due to minimum eccentricity

Mex = 7585 times 002 = 1517 KN-m

Mey = 7585 times 002 = 1517 KN-m

6 (Pufcktimesbtimesd) = [(15x7585x10x10x10)divide

(25times450times1200)] = 0843

7 As a first trial assume the of steel p = 5

(Pfck) = (5525) = 022

8 Uniaxial moment capacity of the section about x-x axis

(dD) = 012 asymp 015

9 For (dD) = 015 amp (Pufck b D) = 0843 amp (Pfck) = 022

(Mufck b D2) = 012

Mux1 = 012 times 25 times 1200 times 450times450

= 729 KN-m

Uniaxial moment capacity of the section about y-y axis

(d D) = (531200) = 0044 asymp 01

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You

Environmental loads

Consists mainly of snow loads wind pressure and

suction earthquake loads (ie inertial forces) caused by

earthquake motions Soil pressure on subsurface portion of

structures loads from possible ponding of rainwater on flat

surfaces and forces caused by temperature differences Like

live loads environmental loads at any given time are

uncertain both in magnitude and distribution

Important points used in this project

Characteristic Strengths of Steel

fy = 500Nmm2 250 Nmm2

fy = 425 Nmm2 250 Nmm2 Recommended Grades of Structural Concrete

Grades 30 35 and 40 (fck = 30 35 40 Nmm2 respectively)

Lower grades are not recommended for use in structures and

the use of higher concrete grades is rarely economically

justified

Loads on slabs

Dead load of slab = 015times25 = 375 Nm2

Partition load = 1times1= 10 Nm2

Plinth load =1times15 = 15 Nm2

Live load = 1times4 = 4 Nm2

= 1025 Nm2

Roof loads

Dead load of slab = 013times25 = 325Nm2

Partition load = 1times1 = 10 Nm2

Plinth load = 1times15 = 15 Nm2

Live load = 1times2 = 2 Nm2

= 775 Nm2

Calculation of loads on Columns

SNO TYPE OF LOAD FLOOR LOAD PLINTH LOAD ROOF LOAD

1

2

3

Slab load

Beam load

Brick load

7725times695times1025

= 55031

21625times03times06times25= 9731

21625times023

times306times20= 3044

9520

_

1465times03times06times25= 65925

_

65925

775times695times775

= 41608

21625times03times06times25= 9731

10times0115times1

times20=230

5364

4

7 floors

Loads= =

Column load

7times9520=66640

FL + PL+ RL

72664

3138times045times120times25= 4237

_

_

Total load on column = 72664 + 4237 = 7960 ndash 10598 = 758402 KN

DESIGN OF COLUMNS

1 Load on column P = 7585KN

2 fck = 25 fy = 415

3 Section 450 1200

4 Mux = 846 times 0457 = 38662 KN-m times 15

= 57993 KN-m

Muy = 35047 times 0425 = 14892 KN-m times 15

= 22338 KN-m

5 Moment due to minimum eccentricity

Mex = 7585 times 002 = 1517 KN-m

Mey = 7585 times 002 = 1517 KN-m

6 (Pufcktimesbtimesd) = [(15x7585x10x10x10)divide

(25times450times1200)] = 0843

7 As a first trial assume the of steel p = 5

(Pfck) = (5525) = 022

8 Uniaxial moment capacity of the section about x-x axis

(dD) = 012 asymp 015

9 For (dD) = 015 amp (Pufck b D) = 0843 amp (Pfck) = 022

(Mufck b D2) = 012

Mux1 = 012 times 25 times 1200 times 450times450

= 729 KN-m

Uniaxial moment capacity of the section about y-y axis

(d D) = (531200) = 0044 asymp 01

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You

Important points used in this project

Characteristic Strengths of Steel

fy = 500Nmm2 250 Nmm2

fy = 425 Nmm2 250 Nmm2 Recommended Grades of Structural Concrete

Grades 30 35 and 40 (fck = 30 35 40 Nmm2 respectively)

Lower grades are not recommended for use in structures and

the use of higher concrete grades is rarely economically

justified

Loads on slabs

Dead load of slab = 015times25 = 375 Nm2

Partition load = 1times1= 10 Nm2

Plinth load =1times15 = 15 Nm2

Live load = 1times4 = 4 Nm2

= 1025 Nm2

Roof loads

Dead load of slab = 013times25 = 325Nm2

Partition load = 1times1 = 10 Nm2

Plinth load = 1times15 = 15 Nm2

Live load = 1times2 = 2 Nm2

= 775 Nm2

Calculation of loads on Columns

SNO TYPE OF LOAD FLOOR LOAD PLINTH LOAD ROOF LOAD

1

2

3

Slab load

Beam load

Brick load

7725times695times1025

= 55031

21625times03times06times25= 9731

21625times023

times306times20= 3044

9520

_

1465times03times06times25= 65925

_

65925

775times695times775

= 41608

21625times03times06times25= 9731

10times0115times1

times20=230

5364

4

7 floors

Loads= =

Column load

7times9520=66640

FL + PL+ RL

72664

3138times045times120times25= 4237

_

_

Total load on column = 72664 + 4237 = 7960 ndash 10598 = 758402 KN

DESIGN OF COLUMNS

1 Load on column P = 7585KN

2 fck = 25 fy = 415

3 Section 450 1200

4 Mux = 846 times 0457 = 38662 KN-m times 15

= 57993 KN-m

Muy = 35047 times 0425 = 14892 KN-m times 15

= 22338 KN-m

5 Moment due to minimum eccentricity

Mex = 7585 times 002 = 1517 KN-m

Mey = 7585 times 002 = 1517 KN-m

6 (Pufcktimesbtimesd) = [(15x7585x10x10x10)divide

(25times450times1200)] = 0843

7 As a first trial assume the of steel p = 5

(Pfck) = (5525) = 022

8 Uniaxial moment capacity of the section about x-x axis

(dD) = 012 asymp 015

9 For (dD) = 015 amp (Pufck b D) = 0843 amp (Pfck) = 022

(Mufck b D2) = 012

Mux1 = 012 times 25 times 1200 times 450times450

= 729 KN-m

Uniaxial moment capacity of the section about y-y axis

(d D) = (531200) = 0044 asymp 01

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You

Loads on slabs

Dead load of slab = 015times25 = 375 Nm2

Partition load = 1times1= 10 Nm2

Plinth load =1times15 = 15 Nm2

Live load = 1times4 = 4 Nm2

= 1025 Nm2

Roof loads

Dead load of slab = 013times25 = 325Nm2

Partition load = 1times1 = 10 Nm2

Plinth load = 1times15 = 15 Nm2

Live load = 1times2 = 2 Nm2

= 775 Nm2

Calculation of loads on Columns

SNO TYPE OF LOAD FLOOR LOAD PLINTH LOAD ROOF LOAD

1

2

3

Slab load

Beam load

Brick load

7725times695times1025

= 55031

21625times03times06times25= 9731

21625times023

times306times20= 3044

9520

_

1465times03times06times25= 65925

_

65925

775times695times775

= 41608

21625times03times06times25= 9731

10times0115times1

times20=230

5364

4

7 floors

Loads= =

Column load

7times9520=66640

FL + PL+ RL

72664

3138times045times120times25= 4237

_

_

Total load on column = 72664 + 4237 = 7960 ndash 10598 = 758402 KN

DESIGN OF COLUMNS

1 Load on column P = 7585KN

2 fck = 25 fy = 415

3 Section 450 1200

4 Mux = 846 times 0457 = 38662 KN-m times 15

= 57993 KN-m

Muy = 35047 times 0425 = 14892 KN-m times 15

= 22338 KN-m

5 Moment due to minimum eccentricity

Mex = 7585 times 002 = 1517 KN-m

Mey = 7585 times 002 = 1517 KN-m

6 (Pufcktimesbtimesd) = [(15x7585x10x10x10)divide

(25times450times1200)] = 0843

7 As a first trial assume the of steel p = 5

(Pfck) = (5525) = 022

8 Uniaxial moment capacity of the section about x-x axis

(dD) = 012 asymp 015

9 For (dD) = 015 amp (Pufck b D) = 0843 amp (Pfck) = 022

(Mufck b D2) = 012

Mux1 = 012 times 25 times 1200 times 450times450

= 729 KN-m

Uniaxial moment capacity of the section about y-y axis

(d D) = (531200) = 0044 asymp 01

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You

Roof loads

Dead load of slab = 013times25 = 325Nm2

Partition load = 1times1 = 10 Nm2

Plinth load = 1times15 = 15 Nm2

Live load = 1times2 = 2 Nm2

= 775 Nm2

Calculation of loads on Columns

SNO TYPE OF LOAD FLOOR LOAD PLINTH LOAD ROOF LOAD

1

2

3

Slab load

Beam load

Brick load

7725times695times1025

= 55031

21625times03times06times25= 9731

21625times023

times306times20= 3044

9520

_

1465times03times06times25= 65925

_

65925

775times695times775

= 41608

21625times03times06times25= 9731

10times0115times1

times20=230

5364

4

7 floors

Loads= =

Column load

7times9520=66640

FL + PL+ RL

72664

3138times045times120times25= 4237

_

_

Total load on column = 72664 + 4237 = 7960 ndash 10598 = 758402 KN

DESIGN OF COLUMNS

1 Load on column P = 7585KN

2 fck = 25 fy = 415

3 Section 450 1200

4 Mux = 846 times 0457 = 38662 KN-m times 15

= 57993 KN-m

Muy = 35047 times 0425 = 14892 KN-m times 15

= 22338 KN-m

5 Moment due to minimum eccentricity

Mex = 7585 times 002 = 1517 KN-m

Mey = 7585 times 002 = 1517 KN-m

6 (Pufcktimesbtimesd) = [(15x7585x10x10x10)divide

(25times450times1200)] = 0843

7 As a first trial assume the of steel p = 5

(Pfck) = (5525) = 022

8 Uniaxial moment capacity of the section about x-x axis

(dD) = 012 asymp 015

9 For (dD) = 015 amp (Pufck b D) = 0843 amp (Pfck) = 022

(Mufck b D2) = 012

Mux1 = 012 times 25 times 1200 times 450times450

= 729 KN-m

Uniaxial moment capacity of the section about y-y axis

(d D) = (531200) = 0044 asymp 01

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You

Calculation of loads on Columns

SNO TYPE OF LOAD FLOOR LOAD PLINTH LOAD ROOF LOAD

1

2

3

Slab load

Beam load

Brick load

7725times695times1025

= 55031

21625times03times06times25= 9731

21625times023

times306times20= 3044

9520

_

1465times03times06times25= 65925

_

65925

775times695times775

= 41608

21625times03times06times25= 9731

10times0115times1

times20=230

5364

4

7 floors

Loads= =

Column load

7times9520=66640

FL + PL+ RL

72664

3138times045times120times25= 4237

_

_

Total load on column = 72664 + 4237 = 7960 ndash 10598 = 758402 KN

DESIGN OF COLUMNS

1 Load on column P = 7585KN

2 fck = 25 fy = 415

3 Section 450 1200

4 Mux = 846 times 0457 = 38662 KN-m times 15

= 57993 KN-m

Muy = 35047 times 0425 = 14892 KN-m times 15

= 22338 KN-m

5 Moment due to minimum eccentricity

Mex = 7585 times 002 = 1517 KN-m

Mey = 7585 times 002 = 1517 KN-m

6 (Pufcktimesbtimesd) = [(15x7585x10x10x10)divide

(25times450times1200)] = 0843

7 As a first trial assume the of steel p = 5

(Pfck) = (5525) = 022

8 Uniaxial moment capacity of the section about x-x axis

(dD) = 012 asymp 015

9 For (dD) = 015 amp (Pufck b D) = 0843 amp (Pfck) = 022

(Mufck b D2) = 012

Mux1 = 012 times 25 times 1200 times 450times450

= 729 KN-m

Uniaxial moment capacity of the section about y-y axis

(d D) = (531200) = 0044 asymp 01

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You

4

7 floors

Loads= =

Column load

7times9520=66640

FL + PL+ RL

72664

3138times045times120times25= 4237

_

_

Total load on column = 72664 + 4237 = 7960 ndash 10598 = 758402 KN

DESIGN OF COLUMNS

1 Load on column P = 7585KN

2 fck = 25 fy = 415

3 Section 450 1200

4 Mux = 846 times 0457 = 38662 KN-m times 15

= 57993 KN-m

Muy = 35047 times 0425 = 14892 KN-m times 15

= 22338 KN-m

5 Moment due to minimum eccentricity

Mex = 7585 times 002 = 1517 KN-m

Mey = 7585 times 002 = 1517 KN-m

6 (Pufcktimesbtimesd) = [(15x7585x10x10x10)divide

(25times450times1200)] = 0843

7 As a first trial assume the of steel p = 5

(Pfck) = (5525) = 022

8 Uniaxial moment capacity of the section about x-x axis

(dD) = 012 asymp 015

9 For (dD) = 015 amp (Pufck b D) = 0843 amp (Pfck) = 022

(Mufck b D2) = 012

Mux1 = 012 times 25 times 1200 times 450times450

= 729 KN-m

Uniaxial moment capacity of the section about y-y axis

(d D) = (531200) = 0044 asymp 01

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You

DESIGN OF COLUMNS

1 Load on column P = 7585KN

2 fck = 25 fy = 415

3 Section 450 1200

4 Mux = 846 times 0457 = 38662 KN-m times 15

= 57993 KN-m

Muy = 35047 times 0425 = 14892 KN-m times 15

= 22338 KN-m

5 Moment due to minimum eccentricity

Mex = 7585 times 002 = 1517 KN-m

Mey = 7585 times 002 = 1517 KN-m

6 (Pufcktimesbtimesd) = [(15x7585x10x10x10)divide

(25times450times1200)] = 0843

7 As a first trial assume the of steel p = 5

(Pfck) = (5525) = 022

8 Uniaxial moment capacity of the section about x-x axis

(dD) = 012 asymp 015

9 For (dD) = 015 amp (Pufck b D) = 0843 amp (Pfck) = 022

(Mufck b D2) = 012

Mux1 = 012 times 25 times 1200 times 450times450

= 729 KN-m

Uniaxial moment capacity of the section about y-y axis

(d D) = (531200) = 0044 asymp 01

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You

6 (Pufcktimesbtimesd) = [(15x7585x10x10x10)divide

(25times450times1200)] = 0843

7 As a first trial assume the of steel p = 5

(Pfck) = (5525) = 022

8 Uniaxial moment capacity of the section about x-x axis

(dD) = 012 asymp 015

9 For (dD) = 015 amp (Pufck b D) = 0843 amp (Pfck) = 022

(Mufck b D2) = 012

Mux1 = 012 times 25 times 1200 times 450times450

= 729 KN-m

Uniaxial moment capacity of the section about y-y axis

(d D) = (531200) = 0044 asymp 01

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You

THANK YOU

• DESIGN AND ANALYSIS OF RCC COLUMNS
• Salient features of the proposed building
• RCC COLUMN
• Reinforced concrete columns have a high compressive strength
• A column may be classified based on different criteria such as
• Slide 6
• Types of Reinforcements for columns and their requirements
• Transverse reinforcement It may be in the form of lateral ties
• Reinforced column
• LIMIT STATE METHOD
• The following limit states are considered in the design of stru
• THE MOMENT DISTRIBUTION METHOD
• LOADS
• Dead Loads
• Live loads
• Environmental loads
• Important points used in this project
• Loads on slabs
• Roof loads
• Calculation of loads on Columns
• Slide 21
• DESIGN OF COLUMNS
• Slide 23
• Slide 24
• Slide 25
• Thank You