Column Design

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HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI. SH. NO.

Subject : DESIGN OF RC COLUMN STANDARD EXCEL DESIGN REV. R0

Details : 4 Sided Equally Distributed R/F DATE 6-12-13

BY NITESH REF

PREAMBLE :

This Design Document represents Design of RC Column with 4 Sided equally Distrubuted R/f with Provisions of IS 456 : 2000

DESIGN DATA :

Factored Axial Load = Pu = 60 T

Factored Moment about Major Axis = Mux = 1 T-m Factored Moment about Minor Axis = Muy = 1 T-m

PROPERTIES OF SECTION :

B = Width of Column i.e Minor Axis Size = 0.45 m D = Depth of Column i.e Major Axis Size = 0.23 m Lx = Unsupported Length about Major Axis = 2 m Ly = Unsupported Length about Minor Axis = 2 m

MATERIAL SPECIFICATION :

Concrete Grade : M - 20 N/mm2 GO TO SUMMARY

R/f Grade : Fe - 415 N/mm2 Y MINOR AXIS d' D= 2000 MAJOR AXIS D = 230 X X Y B = 450 NOTE :

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CHECK FOR SLENDERNESS :

Lx = Unsupported Length about Major Axis = 2 m

lex = Effective Length about Major Axis = Kx = 1.2 CLICK FOR EFECTIVE LENGTH

lex = Kx * Lx= ( 1.2 x 2 ) = 2.4 m

Ly = Unsupported Length about Minor Axis = 2 m ley = Effective Length about Minor Axis = Ky = 1.2

ley = Kx * Ly= ( 1.2 x 2 ) = 2.4 m

lx =Slenderness Ratio about Major Axis =

lx = ( lex / D ) = ( 2.4 / 0.23 ) = 10.43478 Musx = Moment due to Slenderness about Major Axis

Musx = ( Pu * D ) * [lex/D]2 = 0 T-m

2000 Musx is Zero, if ( lx ) is <= 12 lx =Slenderness Ratio about Minor Axis =

ly = ( ley / B ) = ( 2.4 / 0.45 ) = 5.33 Musy = Moment due to Slenderness about Minor Axis

Musy = ( Pu * B ) * [ley/B]2 = 0 T-m

2000 Musy is Zero, if ( ly ) is <= 12

EFFECT OF MINIMUM ECCENTRICITY : ( ECCENTRICITY ABOUT BOTH AXIS CONSIDERED )

Minimum Eccentricity about Major Axis ( emin-x) =

emin-x = ( Lx / 500 ) + ( D/ 30 ) = 0.020 m Or 0.02m whichever is greater

Minimum Eccentricity about Minor Axis ( emin-y) =

emin-y = ( Ly / 500 ) + ( B/ 30 ) = 0.020 m Or 0.02m whichever is greater

Moment due to minimum Eccentricity about Major Axis = M ecc-x = Pu * emin-x = 1.200 T-m Moment due to minimum Eccentricity about Minor Axis = M ecc-y = Pu * emin-y = 1.200 T-m

DESIGN FACTORED FORCES :

Factored Axial Load = Pu = 60 T

Factored Moment about Major Axis = Mux =

Mux = [ ( Mux(i) OR Mecc-x ) + Musx ] = 1.2 T-m

( Note := Musx shall be added only if Slenderness ratio is greater than 12 )

Factored Moment about Minor Axis = Muy =

Muy = [ ( Muy(i) OR Mecc-y ) + Musy ] = 1.20 T-m

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Reinforcement to be distributed equally on FOUR SIDES .

Adopt Bar Combination =

Total Area of Steel As( Total ) = _{804 mm}2 Corresponding Percentage of Steel = pt % = 0.78 %

UNIAXIAL BENDING CAPACITY ABOUT MAJOR AXIS = M_UX1

Bars Contribution in Major Axis =

Percentage of Steel about Major Axis = pt % = 0.78 %

Area of Steel = Ast = pt * B * D = _{804 mm}2

pt / fck = ( 0.78 / 20 ) = 0.039

d' = Effective Cover = 40 mm

d' / D = ( 40 / 230 ) = 0.17REFER CHART- 46 of d' / D = 0.20

CLICK FOR CHART

Pu / fck * B * D =

( 600000 / 20 x 450 x 230 ) = 0.290

Mux1 / fck * B * D2 = 0.05

( Mux1 = 0.05 x 20 x 450 x 230 ^2 ) = 2.38 T-m

UNIAXIAL BENDING CAPACITY ABOUT MINOR AXIS = MUY1

Bars Contribution in Minor Axis =

Percentage of Steel about Minor Axis = pt % = 0.78 %

Area of Steel = Ast = pt * B * D = 804 mm2

pt / fck = ( 0.78 / 20 ) = 0.039

d' = Effective Cover = 40 mm

d' / B = ( 40 / 450 ) = 0.09REFER CHART-44 of d' / D = 0.1

CLICK FOR CHART

Pu / fck * B * D = ( 600000 / 20 x 450 x 230 ) = 0.290 Muy1 / fck * D * B2 = 0.05 ( Muy1 = 0.05 x 20 x 230 x 450 ^2 ) = 4.6575 T-m 4 - 16 # 4 - 16 # 4 - 16 #

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CHECK FOR INTERACTION RATIO :

an an

Mux Muy 1.0 Mux1 Muy1

where,

Mux = Factored Moment about Major Axis due to Design Loads =

Mux = 1.2 T-m

Mux1 = Maximum Uniaxial Bending Moment Capacity about major Axis for an Axial Load of Pu

Mux1 = 2.38 T-m

Muy = Factored Moment about Minor Axis due to Design Loads =

Muy = 1.20 T-m

Muy1 = Maximum Uniaxial Bending Moment Capacity about minor Axis for an Axial Load of Pu

Muy1 = 4.6575 T-m

an is related to Pu / Puz

where, Puz = 0.45 fck * Ac + 0.75 fy * Asc

Puz = ( 0.45 x 20 x ( 450 x 230 - 804 ) + 0.75 x 415 x 804 ) \ Puz = 117.45 T Pu = 0.511 \ an = 1.52 an = 1.0, if ( Pu / Puz ) <= 0.2 Puz an = 2.0, if ( Pu / Puz ) >= 0.8 1.52 1.52 \ Mux Muy = 0.353 0.128 0.481

Mux1 Muy1 HENCE ASSUMED R/F IS ADEQUATE

TRANSVER R/F :

Use Diameter of Transverse R/f = 8 mm

The Pitch of Tranverse R/f shall be not more than the least of following. 1. Least Lateral dimension of column = 230 mm 2. 16 x Smallest Dia of Longitudinal R/f = 256 mm

3. Minimum 300 mm 300 mm

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BY NITESH REF DESIGN SUMMARY : B = 450mm Main R/f = D = 230mm Links = fck M - 20 N/mm2 _{Eff. Cover =} ₄₀_mm fy = Fe - 415 N/mm2 SKETCH : Y MINOR AXIS d' D= #REF! MAJOR AXIS D = 230 X X Y B = 450 8 # @ 225 c/c 4 - 16 #

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HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI. SH. NO. Subject : DESIGN OF RC COLUMN STANDARD EXCEL DESIGN REV.

Details : 2 Sided Equally Distributed R/F DATE

BY

PREAMBLE :

This Design Document represents Design of RC Column with 2 Sided equally Distrubuted R/f with Provisions of IS 456 : 2000

DESIGN DATA

Factored Axial Load = Pu = 6.7 T

Factored Moment about Major Axis = Mux = 17.12 T-m Factored Moment about Minor Axis = Muy = 0.28 T-m

PROPERTIES OF SECTION :

B = Width of Column i.e Minor Axis Size = 0.23 m D = Depth of Column i.e Major Axis Size = 0.525 m Lx = Unsupported Length about Major Axis = 4.2 m Ly = Unsupported Length about Minor Axis = 4.2 m

MATERIAL SPECIFICATION :

Concrete Grade = M - 20 N/mm2 GO TO SUMMARY

R/f Grade = Fe - 415N/mm2 Y MINOR AXIS d' D= 525 MAJOR AXIS X D = 525 X B = 230 NOTE :

R/F SHOWN IS INDICATIVE ONLY d'

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BY

CHECK FOR SLENDERNESS :

Lx = Unsupported Length about Major Axis = 4.2 m

lex = Effective Length about Major Axis = Kx = 1.0 CLICK FOR EFFECTIVE LENGTH

lex = Kx * Lx= ( 1 x 4.2 ) = 5.04 m

Ly = Unsupported Length about Minor Axis = 4.2 m ley = Effective Length about Minor Axis = Ky = 1.0

ley = Kx * Ly= ( 1 x 4.2 ) = 5.04 m

lx = Slenderness Ratio about Major Axis =

lx = ( lex / D ) = ( 5.04 / 0.525 ) = 9.6 Musx = Moment due to Slenderness about Major Axis

Musx = ( Pu * D ) * [lex/D]2 = 0 T-m

2000 Musx is Zero, if ( lx ) is <= 12 ly = Slenderness Ratio about Minor Axis =

ly = ( ley / B ) = ( 5.04 / 0.23 ) = 21.91 Musy = Moment due to Slenderness about Minor Axis

Musy = ( Pu * B ) * [ley/B]2 = 0.3699798 T-m

2000 Musy is Zero, if ( ly ) is <= 12

EFFECT OF MINIMUM ECCENTRICITY : ( ECCENTRICITY ABOUT BOTH AXIS CONSIDERED )

Minimum Eccentricity about Major Axis ( emin-x) =

emin-x = ( Lx / 500 ) + ( D/ 30 ) = 0.026 m Or 0.02m whichever is greater

Minimum Eccentricity about Minor Axis ( emin-y) =

emin-y = ( Ly / 500 ) + ( B/ 30 ) = 0.020 m Or 0.02m whichever is greater

Moment due to minimum Eccentricity about Major Axis =

M ecc-x = Pu * emin-x = 0.174 T-m

Moment due to minimum Eccentricity about Minor Axis =

M ecc-y = Pu * emin-y = 0.134 T-m

DESIGN FACTORED FORCES :

Factored Axial Load = Pu = 6.7 T

Factored Moment about Major Axis = Mux =

Mux = [ ( Mux(i) OR Mecc-x ) + Musx ] = 17.12 T-m ( Note := Musx shall be added only if Slenderness ratio is greater than 12 ) Factored Moment about Minor Axis = Muy =

Muy = [ ( Muy(i) OR Mecc-y ) + Musy ] = 0.65 T-m ( Note := Musy shall be added only if Slenderness ratio is greater than 12 )

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BY

Reinforcement to be distributed equally on TWO OPPOSITE SIDES .

UNIAXIAL CAPACITY ABOUT MAJOR AXIS = M_UX1 =

Percentage of Steel about Major Axis= pt % = 1.5 %

Area of Steel = Ast = pt * B * D = _{1811 mm}2 Respective Bar Combination about Major Axis =

pt / fck = ( 1.5 / 20 ) = 0.075

d' = 75 mm

d' / D = ( 75 / 525 ) = 0.14REFER CHART-33 of d' / D = 0.15

CLICK FOR CHART

Pu / fck * B * D =

( 67000 / 20 x 230 x 525 ) = 0.028

Mux1 / fck * B * D2 = 0.15

( Mux1 = 0.15 x 20 x 230 x 525 ^2 ) = 19.02 T-m

UNIAXIAL CAPACITY ABOUT MINOR AXIS = MUY1 =

Percentage of Steel about Minor Axis= pt % = 0.8 %

Area of Steel = Ast = pt * B * D = 966 mm2

Respective Bar Combination about Minor Axis =

pt / fck = ( 0.8 / 20 ) = 0.040

d' = 50 mm

d' / B = ( 50 / 230 ) = 0.22REFER CHART-34 of d' / D = 0.20

CLICK FOR CHART

Pu / fck * B * D = ( 67000 / 20 x 230 x 525 ) = 0.028 Muy1 / fck * D * B 2 = 0.12 ( Muy1 = 0.12 x 20 x 525 x 230 ^2 ) = 6.67 T-m 6 - 20 # 10 - 12 #

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BY

CHECK FOR INTERACTION RATIO :

an an

Mux Muy 1.0 Mux1 Muy1

where,

Mux = Factored Moment about Major Axis due to Design Loads =

Mux = 17.12 T-m

Mux1 = Maximum Uniaxial Bending Moment Capacity about major axi for an Axial Load of Pu

Mux1 = 19.02 T-m

Muy = Factored Moment about Minor Axis due to Design Loads =

Muy = 0.65 T-m

Muy1 = Maximum Uniaxial Bending Moment Capacity about minor Axis for an Axial Load of Pu

Muy1 = 6.6654 T-m

an is related to Pu / Puz

where, Puz = 0.45 fck * Ac + 0.75 fy * Asc

Puz = ( 0.45 x 20 x ( 230 x 525 - ) + 0.75 x 415 x ) \ Puz = 108.68 T Pu = 0.062 \ an = 1.00 an = 1.0, if ( Pu / Puz ) <= 0.2 Puz an = 2.0, if ( Pu / Puz ) >= 0.8 1.00 1.00 \ Mux Muy = 0.900 0.098 0.998

Mux1 Muy1 HENCE ASSUMED R/F IS ADEQUATE

TRANSVER R/F :

Use Diameter of Transverse R/f = 8 mm

The Pitch of Tranverse R/f shall be not more than the least of following. 1. Least Lateral Dimension of Column = 230 mm 2. 16 x Smallest Dia of Longitudinal R/f = 320 mm

3. Minimum 300 mm 300 mm

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BY DESIGN SUMMARY : B = 230mm D = 525mm fck M - 20N/mm2 fy = Fe - 415N/mm2 ₇₅_mm SKETCH : Y MINOR AXIS d' MAJOR AXIS D = 525 X X Y B = 230 Eff. Cover = Main R/f about Major Axis= Main R/f about Minor Axis=

6 - 20 # 10 - 12 # 8 # @ 225 c/c

Links =

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R0 6-12-13 NITESH

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R0 6-12-13 NITESH

REF

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R0 6-12-13 NITESH

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R0 6-12-13 NITESH

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R0 6-12-13 NITESH

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NOTE : l is Unsupported Length of Compression Member SYMBOL THEORITICAL 0.5l 0.7l 1.00l 1.00l ---2.00l 2.00l DEGREE OF END RESTAINST

EFFECTIVELY HELD IN POSITION AND RESTRAINED AGAINST ROTATION AT ONE END, AND AT THE OTHER PARTIALLLY RESTRAINED AGAINST ROTATION BUT NOT HELD IN POSITION

EFFECTIVELY HELD IN POSITION AT ONE ENDBUT NOT

RESTAINED AGAINST ROTATION, AND AT THE OTHER END

RESTRAINED AGAINST ROTATION BUT NOT HELD IN POSITION

EFFECTIVELY HELD IN POSITION AND RESTAINED AGAINST ROTATION AT ONE END BUTNOT HELD IN POSITION NOR

RESTAINED AGAINST ROTATION AT THE OTHER END

EFFECTIVELY HELD IN POSITION AND RESTRAINED AGAINST ROTATION IN BOTH ENDS

EFFECTIVELY HELD IN POSITION AT BOTH ENDS, RESTRAINED AGAINST ROTATION IN ONE END

EFFECTIVELY HELD IN POSITION AT BOTH ENDS, BUT NOT RESTRAINED AGAINST ROTATION

EFFECTIVELY HELD IN POSITION AND RESTRAINED AGAINST ROTATION AT ONE END, AND AT THE OTHER RESTRAINED AGAINST ROTATION BUT NOT HELD IN POSITION

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EFFECTIVELY HELD IN POSITION AND RESTAINED AGAINST ROTATION AT ONE END BUTNOT HELD IN POSITION NOR

RESTAINED AGAINST ROTATION AT THE OTHER END

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RECOMMENDED 0.65l 0.80l 1.00l 1.20l 1.50l 2.00l 2.00l

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