Column Design 4m132j
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1OF39 HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI. Subject : DESIGN OF RC COLUMN Details : 4 Sided Equally Distributed R/F
SH. NO.
STANDARD EXCEL DESIGN
REV.
R0
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 = Factored Moment about Minor Axis = Muy =
1 T-m 1 T-m
PROPERTIES OF SECTION :
B = Width of Column i.e Minor Axis Size = D = Depth of Column i.e Major Axis Size =
0.45 0.23 2 2
Lx = Uned Length about Major Axis = Ly = Uned Length about Minor Axis =
m m m m
MATERIAL SPECIFICATION :
M - 20 N/mm2 Fe - 415 N/mm2
Concrete Grade : R/f Grade :
GO TO SUMMARY
Y MINOR AXIS
d'
D= 2000
D = 230
MAJOR AXIS
X
X
Y B = 450 NOTE : R/F SHOWN IS INDICATIVE ONLY
2OF39 HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI. Subject : DESIGN OF RC COLUMN Details : 4 Sided Equally Distributed R/F
SH. NO.
STANDARD EXCEL DESIGN
REV.
R0
DATE
6-12-13
BY
NITESH REF
CHECK FOR SLENDERNESS :
Lx = Uned Length about Major Axis = lex = Effective Length about Major Axis = lex = Kx * Lx= ( 1.2 x 2 ) =
2m Kx = 1.2 2.4 m
Ly = Uned Length about Minor Axis = ley = Effective Length about Minor Axis = ley = Kx * Ly= ( 1.2 x 2 ) =
2m Ky = 1.2 2.4 m
CLICK FOR EFECTIVE LENGTH
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 ) = Or
0.02m whichever is greater
Minimum Eccentricity about Minor Axis ( emin-y) = emin-y = ( Ly / 500 ) + ( B/ 30 ) = Or
0.020 m
0.020 m
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 ( Note := Musy shall be added only if Slenderness ratio is greater than 12 )
3OF39 HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI. Subject : DESIGN OF RC COLUMN Details : 4 Sided Equally Distributed R/F
SH. NO.
STANDARD EXCEL DESIGN
REV.
R0
DATE
6-12-13
BY
NITESH REF
Reinforcement to be distributed equally on FOUR SIDES . Adopt Bar Combination = Total Area of Steel As( Total ) = Corresponding Percentage of Steel = pt % =
4 - 16 # 804 mm2 0.78 %
UNIAXIAL BENDING CAPACITY ABOUT MAJOR AXIS = MUX1
Bars Contribution in Major Axis = Percentage of Steel about Major Axis = pt % = Area of Steel = Ast = pt * B * D = pt / fck =
( 0.78 / 20 ) =
d' = Effective Cover = d' / D =
( 40 / 230 ) =
4 - 16 # 0.78 % 804 mm2 0.039 40 mm 0.17 REFER 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 % = Area of Steel = Ast = pt * B * D = pt / fck =
( 0.78 / 20 ) =
d' = Effective Cover = d' / B =
( 40 / 450 ) =
4 - 16 # 0.78 % 2 804 mm
0.039 40 mm 0.09 REFER CHART-44 of d' / D = 0.1 CLICK FOR CHART
Pu / fck * B * D = ( 600000 / 20 x 450 x 230 ) = Muy1 / fck * D * B2 = ( Muy1 = 0.05 x 20 x 230 x 450 ^2 ) =
0.290 0.05 4.6575 T-m
4OF39 HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI. Subject : DESIGN OF RC COLUMN Details : 4 Sided Equally Distributed R/F
SH. NO.
STANDARD EXCEL DESIGN
REV.
R0
DATE
6-12-13
BY
NITESH REF
CHECK FOR INTERACTION RATIO : an
Mux Mux1
an
Muy Muy1
1.0
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 = Puz
0.511
\
Mux Mux1
1.52
\ an =
1.52
an = 1.0, if ( Pu / Puz ) <= 0.2 an = 2.0, if ( Pu / Puz ) >= 0.8
1.52
Muy = Muy1
0.353
0.128
0.481 HENCE ASSUMED R/F IS ADEQUATE
TRANSVER R/F :
8 mm Use Diameter of Transverse R/f = 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 Provide 8 # with 225 c/c as Transverse R/f
5OF39 HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI. Subject : DESIGN OF RC COLUMN Details : 4 Sided Equally Distributed R/F
SH. NO.
STANDARD EXCEL DESIGN
REV.
R0
DATE
6-12-13
BY
NITESH REF
DESIGN SUMMARY : B=
450 mm
Main R/f =
D=
230 mm
Links =
fck
M - 20 N/mm2
fy =
2
Fe - 415 N/mm
4 - 16 # 8 # @ 225 c/c 40 mm
Eff. Cover =
SKETCH :
Y MINOR AXIS
d'
D= #REF!
D = 230
MAJOR AXIS
X
X
Y B = 450
HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI. Subject : DESIGN OF RC COLUMN Details : 2 Sided Equally Distributed R/F
SH. NO.
STANDARD EXCEL DESIGN
REV. 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 = Factored Moment about Minor Axis = Muy =
17.12 T-m 0.28 T-m
PROPERTIES OF SECTION :
B = Width of Column i.e Minor Axis Size = D = Depth of Column i.e Major Axis Size =
0.23 0.525 4.2 4.2
Lx = Uned Length about Major Axis = Ly = Uned Length about Minor Axis =
m m m m
MATERIAL SPECIFICATION :
M - 20 N/mm2 Fe - 415 N/mm2
Concrete Grade = R/f Grade =
GO TO SUMMARY
Y MINOR AXIS d'
MAJOR AXIS
D= 525
D = 525
X
d'
B = 230 NOTE : R/F SHOWN IS INDICATIVE ONLY
X
HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI. Subject : DESIGN OF RC COLUMN Details : 2 Sided Equally Distributed R/F
SH. NO.
STANDARD EXCEL DESIGN
REV. DATE BY
CHECK FOR SLENDERNESS :
Lx = Uned Length about Major Axis = lex = Effective Length about Major Axis = lex = Kx * Lx= ( 1 x 4.2 ) =
4.2 m Kx = 1.0 5.04 m
Ly = Uned Length about Minor Axis = ley = Effective Length about Minor Axis = ley = Kx * Ly= ( 1 x 4.2 ) =
4.2 m Ky = 1.0 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 = 2000 ly = Slenderness Ratio about Minor Axis = ly = ( ley / B ) = ( 5.04 / 0.23 ) =
CLICK FOR EFFECTIVE LENGTH
0 T-m
Musx is Zero, if ( lx ) is <= 12 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 ) = Or
0.02m whichever is greater
Minimum Eccentricity about Minor Axis ( emin-y) = emin-y = ( Ly / 500 ) + ( B/ 30 ) = Or
0.026 m
0.020 m
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 )
HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI. Subject : DESIGN OF RC COLUMN Details : 2 Sided Equally Distributed R/F
SH. NO.
STANDARD EXCEL DESIGN
REV. DATE BY
Reinforcement to be distributed equally on TWO OPPOSITE SIDES . UNIAXIAL CAPACITY ABOUT MAJOR AXIS = MUX1 =
Percentage of Steel about Major Axis= pt % = Area of Steel = Ast = pt * B * D = Respective Bar Combination about Major Axis = pt / fck =
( 1.5 / 20 ) =
d' = d' / D =
1.5 % 1811 mm2 6 - 20 # 0.075 75 mm
( 75 / 525 ) =
0.14 REFER CHART-33 of d' / D = 0.15 CLICK FOR CHART
Pu / fck * B * D = ( 67000 / 20 x 230 x 525 ) = Mux1 / fck * B * D2 = ( Mux1 = 0.15 x 20 x 230 x 525 ^2 ) =
0.028 0.15 19.02 T-m
UNIAXIAL CAPACITY ABOUT MINOR AXIS = MUY1 =
Percentage of Steel about Minor Axis= pt % = Area of Steel = Ast = pt * B * D = Respective Bar Combination about Minor Axis = pt / fck =
( 0.8 / 20 ) =
d' = d' / B =
0.8 % 2 966 mm
10 - 12 # 0.040 50 mm
( 50 / 230 ) =
0.22 REFER 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 * B2 =
0.12
( Muy1 = 0.12 x 20 x 525 x 230 ^2 ) =
6.67 T-m
HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI. Subject : DESIGN OF RC COLUMN Details : 2 Sided Equally Distributed R/F
SH. NO.
STANDARD EXCEL DESIGN
REV. DATE BY
CHECK FOR INTERACTION RATIO : an
Mux Mux1
an
Muy Muy1
1.0
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 = Puz
0.062
\
Mux Mux1
1.00
\ an =
1.00
an = 1.0, if ( Pu / Puz ) <= 0.2 an = 2.0, if ( Pu / Puz ) >= 0.8
1.00
Muy = Muy1
0.900
0.098
0.998 HENCE ASSUMED R/F IS ADEQUATE
TRANSVER R/F :
8 mm Use Diameter of Transverse R/f = 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 Provide 8 # with 225 c/c as Transverse R/f
HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI. Subject : DESIGN OF RC COLUMN Details : 2 Sided Equally Distributed R/F
SH. NO.
STANDARD EXCEL DESIGN
REV. DATE BY
DESIGN SUMMARY : B=
230 mm
Main R/f about Major Axis=
6 - 20 #
D=
525 mm
Main R/f about Minor Axis=
fck
M - 20 N/mm2
Links =
10 - 12 # 8 # @ 225 c/c
fy =
2
Eff. Cover =
Fe - 415 N/mm
75 mm
SKETCH :
Y MINOR AXIS
d'
D = 525
MAJOR AXIS
X
X
d'
Y B = 230
R0 6-12-13 NITESH REF
CTIVE LENGTH
R0 6-12-13 NITESH REF
R0 6-12-13 NITESH REF
R0 6-12-13 NITESH REF
R0 6-12-13 NITESH REF
NOTE : l is Uned Length of Compression Member DEGREE OF END RESTAINST
SYMBOL
THEORITICAL
EFFECTIVELY HELD IN POSITION AND RESTRAINED AGAINST ROTATION IN BOTH ENDS
0.5l
EFFECTIVELY HELD IN POSITION AT BOTH ENDS, RESTRAINED AGAINST ROTATION IN ONE END
0.7l
EFFECTIVELY HELD IN POSITION AT BOTH ENDS, BUT NOT RESTRAINED AGAINST ROTATION
1.00l
EFFECTIVELY HELD IN POSITION AND RESTRAINED AGAINST ROTATION AT ONE END, AND AT THE OTHER RESTRAINED AGAINST ROTATION BUT NOT HELD IN POSITION
1.00l
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
2.00l
EFFECTIVELY HELD IN POSITION AND RESTAINED AGAINST ROTATION AT ONE END BUTNOT HELD IN POSITION NOR RESTAINED AGAINST ROTATION AT THE OTHER END
2.00l
EFFECTIVELY HELD IN POSITION AND RESTAINED AGAINST ROTATION AT ONE END BUTNOT HELD IN POSITION NOR RESTAINED AGAINST ROTATION AT THE OTHER END
RECOMMENDED
0.65l
0.80l
1.00l
1.20l
1.50l
2.00l
2.00l
SH. NO.
STANDARD EXCEL DESIGN
REV.
R0
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 = Factored Moment about Minor Axis = Muy =
1 T-m 1 T-m
PROPERTIES OF SECTION :
B = Width of Column i.e Minor Axis Size = D = Depth of Column i.e Major Axis Size =
0.45 0.23 2 2
Lx = Uned Length about Major Axis = Ly = Uned Length about Minor Axis =
m m m m
MATERIAL SPECIFICATION :
M - 20 N/mm2 Fe - 415 N/mm2
Concrete Grade : R/f Grade :
GO TO SUMMARY
Y MINOR AXIS
d'
D= 2000
D = 230
MAJOR AXIS
X
X
Y B = 450 NOTE : R/F SHOWN IS INDICATIVE ONLY
2OF39 HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI. Subject : DESIGN OF RC COLUMN Details : 4 Sided Equally Distributed R/F
SH. NO.
STANDARD EXCEL DESIGN
REV.
R0
DATE
6-12-13
BY
NITESH REF
CHECK FOR SLENDERNESS :
Lx = Uned Length about Major Axis = lex = Effective Length about Major Axis = lex = Kx * Lx= ( 1.2 x 2 ) =
2m Kx = 1.2 2.4 m
Ly = Uned Length about Minor Axis = ley = Effective Length about Minor Axis = ley = Kx * Ly= ( 1.2 x 2 ) =
2m Ky = 1.2 2.4 m
CLICK FOR EFECTIVE LENGTH
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 ) = Or
0.02m whichever is greater
Minimum Eccentricity about Minor Axis ( emin-y) = emin-y = ( Ly / 500 ) + ( B/ 30 ) = Or
0.020 m
0.020 m
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 ( Note := Musy shall be added only if Slenderness ratio is greater than 12 )
3OF39 HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI. Subject : DESIGN OF RC COLUMN Details : 4 Sided Equally Distributed R/F
SH. NO.
STANDARD EXCEL DESIGN
REV.
R0
DATE
6-12-13
BY
NITESH REF
Reinforcement to be distributed equally on FOUR SIDES . Adopt Bar Combination = Total Area of Steel As( Total ) = Corresponding Percentage of Steel = pt % =
4 - 16 # 804 mm2 0.78 %
UNIAXIAL BENDING CAPACITY ABOUT MAJOR AXIS = MUX1
Bars Contribution in Major Axis = Percentage of Steel about Major Axis = pt % = Area of Steel = Ast = pt * B * D = pt / fck =
( 0.78 / 20 ) =
d' = Effective Cover = d' / D =
( 40 / 230 ) =
4 - 16 # 0.78 % 804 mm2 0.039 40 mm 0.17 REFER 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 % = Area of Steel = Ast = pt * B * D = pt / fck =
( 0.78 / 20 ) =
d' = Effective Cover = d' / B =
( 40 / 450 ) =
4 - 16 # 0.78 % 2 804 mm
0.039 40 mm 0.09 REFER CHART-44 of d' / D = 0.1 CLICK FOR CHART
Pu / fck * B * D = ( 600000 / 20 x 450 x 230 ) = Muy1 / fck * D * B2 = ( Muy1 = 0.05 x 20 x 230 x 450 ^2 ) =
0.290 0.05 4.6575 T-m
4OF39 HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI. Subject : DESIGN OF RC COLUMN Details : 4 Sided Equally Distributed R/F
SH. NO.
STANDARD EXCEL DESIGN
REV.
R0
DATE
6-12-13
BY
NITESH REF
CHECK FOR INTERACTION RATIO : an
Mux Mux1
an
Muy Muy1
1.0
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 = Puz
0.511
\
Mux Mux1
1.52
\ an =
1.52
an = 1.0, if ( Pu / Puz ) <= 0.2 an = 2.0, if ( Pu / Puz ) >= 0.8
1.52
Muy = Muy1
0.353
0.128
0.481 HENCE ASSUMED R/F IS ADEQUATE
TRANSVER R/F :
8 mm Use Diameter of Transverse R/f = 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 Provide 8 # with 225 c/c as Transverse R/f
5OF39 HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI. Subject : DESIGN OF RC COLUMN Details : 4 Sided Equally Distributed R/F
SH. NO.
STANDARD EXCEL DESIGN
REV.
R0
DATE
6-12-13
BY
NITESH REF
DESIGN SUMMARY : B=
450 mm
Main R/f =
D=
230 mm
Links =
fck
M - 20 N/mm2
fy =
2
Fe - 415 N/mm
4 - 16 # 8 # @ 225 c/c 40 mm
Eff. Cover =
SKETCH :
Y MINOR AXIS
d'
D= #REF!
D = 230
MAJOR AXIS
X
X
Y B = 450
HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI. Subject : DESIGN OF RC COLUMN Details : 2 Sided Equally Distributed R/F
SH. NO.
STANDARD EXCEL DESIGN
REV. 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 = Factored Moment about Minor Axis = Muy =
17.12 T-m 0.28 T-m
PROPERTIES OF SECTION :
B = Width of Column i.e Minor Axis Size = D = Depth of Column i.e Major Axis Size =
0.23 0.525 4.2 4.2
Lx = Uned Length about Major Axis = Ly = Uned Length about Minor Axis =
m m m m
MATERIAL SPECIFICATION :
M - 20 N/mm2 Fe - 415 N/mm2
Concrete Grade = R/f Grade =
GO TO SUMMARY
Y MINOR AXIS d'
MAJOR AXIS
D= 525
D = 525
X
d'
B = 230 NOTE : R/F SHOWN IS INDICATIVE ONLY
X
HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI. Subject : DESIGN OF RC COLUMN Details : 2 Sided Equally Distributed R/F
SH. NO.
STANDARD EXCEL DESIGN
REV. DATE BY
CHECK FOR SLENDERNESS :
Lx = Uned Length about Major Axis = lex = Effective Length about Major Axis = lex = Kx * Lx= ( 1 x 4.2 ) =
4.2 m Kx = 1.0 5.04 m
Ly = Uned Length about Minor Axis = ley = Effective Length about Minor Axis = ley = Kx * Ly= ( 1 x 4.2 ) =
4.2 m Ky = 1.0 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 = 2000 ly = Slenderness Ratio about Minor Axis = ly = ( ley / B ) = ( 5.04 / 0.23 ) =
CLICK FOR EFFECTIVE LENGTH
0 T-m
Musx is Zero, if ( lx ) is <= 12 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 ) = Or
0.02m whichever is greater
Minimum Eccentricity about Minor Axis ( emin-y) = emin-y = ( Ly / 500 ) + ( B/ 30 ) = Or
0.026 m
0.020 m
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 )
HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI. Subject : DESIGN OF RC COLUMN Details : 2 Sided Equally Distributed R/F
SH. NO.
STANDARD EXCEL DESIGN
REV. DATE BY
Reinforcement to be distributed equally on TWO OPPOSITE SIDES . UNIAXIAL CAPACITY ABOUT MAJOR AXIS = MUX1 =
Percentage of Steel about Major Axis= pt % = Area of Steel = Ast = pt * B * D = Respective Bar Combination about Major Axis = pt / fck =
( 1.5 / 20 ) =
d' = d' / D =
1.5 % 1811 mm2 6 - 20 # 0.075 75 mm
( 75 / 525 ) =
0.14 REFER CHART-33 of d' / D = 0.15 CLICK FOR CHART
Pu / fck * B * D = ( 67000 / 20 x 230 x 525 ) = Mux1 / fck * B * D2 = ( Mux1 = 0.15 x 20 x 230 x 525 ^2 ) =
0.028 0.15 19.02 T-m
UNIAXIAL CAPACITY ABOUT MINOR AXIS = MUY1 =
Percentage of Steel about Minor Axis= pt % = Area of Steel = Ast = pt * B * D = Respective Bar Combination about Minor Axis = pt / fck =
( 0.8 / 20 ) =
d' = d' / B =
0.8 % 2 966 mm
10 - 12 # 0.040 50 mm
( 50 / 230 ) =
0.22 REFER 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 * B2 =
0.12
( Muy1 = 0.12 x 20 x 525 x 230 ^2 ) =
6.67 T-m
HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI. Subject : DESIGN OF RC COLUMN Details : 2 Sided Equally Distributed R/F
SH. NO.
STANDARD EXCEL DESIGN
REV. DATE BY
CHECK FOR INTERACTION RATIO : an
Mux Mux1
an
Muy Muy1
1.0
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 = Puz
0.062
\
Mux Mux1
1.00
\ an =
1.00
an = 1.0, if ( Pu / Puz ) <= 0.2 an = 2.0, if ( Pu / Puz ) >= 0.8
1.00
Muy = Muy1
0.900
0.098
0.998 HENCE ASSUMED R/F IS ADEQUATE
TRANSVER R/F :
8 mm Use Diameter of Transverse R/f = 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 Provide 8 # with 225 c/c as Transverse R/f
HINDUSTAN CONSTRUCTION CO. LTD. MUMBAI. Subject : DESIGN OF RC COLUMN Details : 2 Sided Equally Distributed R/F
SH. NO.
STANDARD EXCEL DESIGN
REV. DATE BY
DESIGN SUMMARY : B=
230 mm
Main R/f about Major Axis=
6 - 20 #
D=
525 mm
Main R/f about Minor Axis=
fck
M - 20 N/mm2
Links =
10 - 12 # 8 # @ 225 c/c
fy =
2
Eff. Cover =
Fe - 415 N/mm
75 mm
SKETCH :
Y MINOR AXIS
d'
D = 525
MAJOR AXIS
X
X
d'
Y B = 230
R0 6-12-13 NITESH REF
CTIVE LENGTH
R0 6-12-13 NITESH REF
R0 6-12-13 NITESH REF
R0 6-12-13 NITESH REF
R0 6-12-13 NITESH REF
NOTE : l is Uned Length of Compression Member DEGREE OF END RESTAINST
SYMBOL
THEORITICAL
EFFECTIVELY HELD IN POSITION AND RESTRAINED AGAINST ROTATION IN BOTH ENDS
0.5l
EFFECTIVELY HELD IN POSITION AT BOTH ENDS, RESTRAINED AGAINST ROTATION IN ONE END
0.7l
EFFECTIVELY HELD IN POSITION AT BOTH ENDS, BUT NOT RESTRAINED AGAINST ROTATION
1.00l
EFFECTIVELY HELD IN POSITION AND RESTRAINED AGAINST ROTATION AT ONE END, AND AT THE OTHER RESTRAINED AGAINST ROTATION BUT NOT HELD IN POSITION
1.00l
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
2.00l
EFFECTIVELY HELD IN POSITION AND RESTAINED AGAINST ROTATION AT ONE END BUTNOT HELD IN POSITION NOR RESTAINED AGAINST ROTATION AT THE OTHER END
2.00l
EFFECTIVELY HELD IN POSITION AND RESTAINED AGAINST ROTATION AT ONE END BUTNOT HELD IN POSITION NOR RESTAINED AGAINST ROTATION AT THE OTHER END
RECOMMENDED
0.65l
0.80l
1.00l
1.20l
1.50l
2.00l
2.00l
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