1b. Column Design

8/11/2019 1b. Column Design

1/10

p/fck 0.0314435 Test

0.78609 % As 904.000mm2

b 1000.0

Total number of bar 8 No. area of one bar 113.00mm2

D 1267.3

230 mm Face As 113.0mm2

p 0

500 mm Face Bar No. 1 Nos. Pu 16233.1

40 mm Number of row 3 Nos A 1267380

440.00 mm Spacing of bar, Sy 190.0 mm Ast 10139

12 mm Spacing of bar, Sx 55.0 mm P 16233.1

60.00 mm Percentage of one bar 0.098261 % Test,P-Pu = 0 0.00

25N/mm2

reqd. dia in mm 16.00

415N/mm2

Puz 1564.95 KN 0.45216

210.8145 mm Pu,x 300.000 KN

0.42163

ku,b= Xu,b/D g C1 C2 Xu Mc, KN Pc, KN Mi Pi Mu, KN Pu, KN

0.421629 6774.9 0.1526 0.1754 210.815 71.219 438.810 42.032 33.503 113.252 472.3

0.190805 5.8 0.0691 0.0794 95.402 41.764 198.580 2064.172 -3971.600 2105.936 -3773.0

2.00E+19 0.0 0.4470 0.5000 1.00E+22 0.000 1285.125 0.000 286.312 0.000 1571.4

k = Xu/D g C1 C2 Xu Mc, KN Pc, KN Mi Pi Mcap, KNm Pcap, KN

0.59192 12.24 0.2143 0.2462 295.959 78.164 616.038 42.032 33.503 120.196 649.5

Find Mux1 -349.541 check Find Mux1 14058.891 For As 0.929 % Kx 0.339 Ky 0.3

Find Muy1 10620.36 Check Find Muy1 28771.042 For As 0.929 % Xu 507.801 Yu 1008.1

a

Yield Stress of Steel , fy

Xu,b

ku,b

Percentage of Steel, p

Dimention of Column, b

Dimention of Column, D

Cover of Bar, C

Effective depth, dx

Go on putting value of k here, get locus of Mi and Pi for drawing Mcapacity against Pcapacity

DESIGN OF UNI X IL COLUMN WITH GENER TING ITS INTER CTION GR PH

Ties

depth in compression d'x

Concrete grade fck


2/10

N. Axis ratio Cntrod Cff. N. Axis

k = Xu/D g C1 C2 Xu Mc, KN Pc, KN Mi Pi Mcapacity, KN Pcapacity,

0.11949 3.42 0.0433 0.0497 59.746 27.999 124.362 23.222 -195.780 51.22 -7

0.300 19.753 0.1086 0.1248 150 58.573 312.225 37.913 -104.730 96.49 20

0.400 400.000 0.145 0.166 200.00 69.439 416.300 44.176 -48.222 113.62 36

0.500 64.000 0.181 0.208 250.00 75.975 520.375 44.296 -3.788 120.27 51

0.600 11.111 0.217 0.250 300.00 78.181 624.450 41.757 36.744 119.94 66

0.700 4.432 0.253 0.291 350.00 76.058 728.525 33.660 98.199 109.72 82

0.800 2.367 0.290 0.333 400.00 69.605 832.600 26.596 149.652 96.20 98

0.900 1.469 0.326 0.374 450.00 58.823 936.675 21.157 186.710 79.98 112

1.000 1.000 0.362 0.416 500.00 43.712 1040.750 16.977 212.184 60.69 125

1.200 0.549 0.400 0.458 600.00 23.984 1150.812 11.73 239.04 35.72 138

1.400 0.346 0.418 0.475 700.00 15.125 1200.424 8.48 254.27 23.60 145

1.600 0.238 0.427 0.483 800.00 10.401 1226.877 6.30 264.20 16.70 149

1.800 0.174 0.432 0.488 900.00 7.589 1242.627 4.747 271.269 12.34 151

2.000 0.132 0.436 0.491 1000.000 5.780 1252.757 3.58 276.49 9.36 152

4.000 0.026 0.445 0.498 2000.000 1.119 1278.858 1.28 283.55 2.40 156

10.000 0.004 0.447 0.500 5000.000 0.156 1284.253 0.40 285.70 0.55 156

15.000 0.002 0.447 0.500 7500.000 0.067 1284.749 0.25 285.99 0.31 157

2.00E+09 0.000 0.447 0.500 1.00E+12 0.000 1285.125 0.000 286.312 0.00 157

Bar Spacing 190.000

CONFIGURATION of Steel for INTERACTION DIAGRAM OF RECTANGULAR COLUMN (bxD)

Used Col. Used Col. Imp col. Used Col. Used Col. Help Col. Help Col.

INPUT Formulated Formulated FormulateFormulated Formulate Formulated Formulated Formulate

ows of steel As y si fsi, N/mm2 fci(N/mm2) 'si f'sci, N/mm

2 Mi Pi AXIAL

1 339.000 190.000 0.00279 352.288 11.175 0.00279 352.288 21.971 115.64 30

2 0.000 0.000 0.00054 109.018 5.248 0.00054 109.018 0.000 0.00

3 0.000 -190.000 -0.00170 -311.464 0.000 0.00170 311.464 0.000 0.00

4 0.000 -380.000 -0.00395 -361.050 0.000 0.00395 361.050 0.000 0.00

5 0.000 -570.000 -0.00620 -361.050 0.000 0.00620 361.050 0.000 0.00

6 0.000 -760.000 -0.00844 -361.050 0.000 0.00844 361.050 0.000 0.00

7 0.000 -950.000 -0.01069 -361.050 0.000 0.01069 361.050 0.000 0.00

8 0.000 -1140.000 -0.01294 -361.050 0.000 0.01294 361.050 0.000 0.00

9 0.000 -1330.000 -0.01519 -361.050 0.000 0.01519 361.050 0.000 0.0010 0.000 -1520.000 -0.01743 -361.050 0.000 0.01743 361.050 0.000 0.00

11 0.000 -1710.000 -0.01968 -361.050 0.000 0.01968 361.050 0.000 0.00

12 0.000 -1900.000 -0.02193 -361.050 0.000 0.02193 361.050 0.000 0.00

DATA Prepared for INTERACTION DIAGRAM

For Compression PASTE here OUTPUT Interaction Diagram

OUT PUT TO BE PASTED

INPUT or FORMULATED


3/10

13 0.000 -1974.375 -0.02281 -361.050 0.000 0.02281 361.050 0.000 0.00Used Col. Used Col. Imp col. Used Col. Used Col. Help Col. Help Col.

INPUT Formulated Formulated FormulateFormulated FormulatedFormulated Formulated Formulate


2 Mi Pi AXIAL

14 0.000 -2048.750 -0.02368 -361.050 0.000 0.02368 361.050 0.000 0.00

15 0.000 -2123.125 -0.02456 -361.050 0.000 0.02456 361.050 0.000 0.00

16 0.000 -2197.500 -0.02544 -361.050 0.000 0.02544 361.050 0.000 0.000 226.000 0.000 0.00054 109.018 5.248 0.00054 109.018 0.000 23.45

1 0.000 2197.500 0.02653 361.050 11.175 0.02653 361.050 0.000 0.002 0.000 2123.125 0.02565 361.050 11.175 0.02565 361.050 0.000 0.003 0.000 2048.750 0.02477 361.050 11.175 0.02477 361.050 0.000 0.004 0.000 1974.375 0.02389 361.050 11.175 0.02389 361.050 0.000 0.005 0.000 1900.000 0.02301 361.050 11.175 0.02301 361.050 0.000 0.006 0.000 1710.000 0.02077 361.050 11.175 0.02077 361.050 0.000 0.007 0.000 1520.000 0.01852 361.050 11.175 0.01852 361.050 0.000 0.008 0.000 1330.000 0.01627 361.050 11.175 0.01627 361.050 0.000 0.009 0.000 1140.000 0.01403 361.050 11.175 0.01403 361.050 0.000 0.00

10 0.000 950.000 0.01178 361.050 11.175 0.01178 361.050 0.000 0.0011 0.000 760.000 0.00953 361.050 11.175 0.00953 361.050 0.000 0.0012 0.000 570.000 0.00728 361.050 11.175 0.00728 361.050 0.000 0.0013 0.000 380.000 0.00504 361.050 11.175 0.00504 361.050 0.000 0.0014 0.000 190.000 0.00279 352.288 11.175 0.00279 352.288 0.000 0.0015 0.000 0.000 0.00054 109.018 5.248 0.00054 109.018 0.000 0.0016 339.000 -190.000 -0.001703 -311.464 0.000 0.001703 311.464 20.061 -105.59

As 904.000 42.032 33.50


INPUT or FORMULATED


4/10

Mi Pi Mu, KN Pu, KN

42.032 33.50 120.196 649.541

CHECK

-200

0

200

400

600

800

1000

1200

1400

1600

1800

0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0

AxialLoadinKN,

Pu

Moment in KNm, Mu = 1.15*(Mux2+Muy

2)1/2

Axial and Moment pointsCoordinates are within theInteraction Diagram and safe.

(Mux/Mux1+Muy/Muy1) = 0.826

Interaction Diagram of ColumnFor Major Axis

Size of Column = 500 x 230 with Equally DistributedRinforcement = 0.786 % Critical Coordinate A

Pu=14781.32 KN

Mu=8796.56 KNm

Mux = 7353.5 KNm

Muy

= 1404.88 KNm

Mux1= 9416.254 KNm

Muy1= 7895.298 KNm

Grade of Concrete = M25

Grade of steel = Fe415

Critical A


5/10

p/fck 0.0314435 Test

0.78609 % As 904.000mm2

b 1000.0

Total number of bar 8 No. area of one bar 113.00mm2

D 1267.3

230 mm Face As 113.0mm2

p 0

500 mm Face Bar No. 1 Nos. Pu 16233.1

40 mm Number of row 3 Nos A 1267380

440.00 mm Spacing of bar, Sy 190.0 mm Ast 10139

12 mm Spacing of bar, Sx 55.0 mm P 16233.1

60.00 mm Percentage of one bar 0.098261 % Test,P-Pu = 0 0.00

25N/mm2

reqd. dia in mm 16.00

415N/mm2

Puz 1564.95 KN 0.45216

210.8145 mm Pu,y 300.000 KN

0.42163

ku,b= Xu,b/D g C1 C2 Xu Mc, KN Pc, KN Mi Pi Mu, KN Pu, KN

0.421629 6774.9 0.1526 0.1754 210.815 71.219 438.810 42.032 33.503 113.252 472.3

0.190805 5.8 0.0691 0.0794 95.402 41.764 198.580 2064.172 -3971.600 2105.936 -3773.0

2.00E+19 0.0 0.4470 0.5000 1.00E+22 0.000 1285.125 0.000 286.312 0.000 1571.4

k = Xu/D g C1 C2 Xu Mc, KN Pc, KN Mi Pi Mcap, KNm Pcap, KN

0.59192 12.24 0.2143 0.2462 295.959 78.164 616.038 42.032 33.503 120.196 649.5

Find Mux1 -349.541 check Find Mux1 14058.891 For As 0.929 % Kx 0.339 Ky 0.3

Find Muy1 10620.36 Check Find Muy1 28771.042 For As 0.929 % Xu 507.801 Yu 1008.1

DESIGN OF UNI X IL COLUMN WITH GENER TING ITS INTER CTION GR PH

a

Percentage of Steel, p

Dimention of Column, b

Dimention of Column, D

Cover of Bar, C

Effective depth, dx

Ties

depth in compression d'x

Concrete grade fck

Yield Stress of Steel , fy

Xu,b

ku,b

Go on putting value of k here, get locus of Mi and Pi for drawing Mcapacity against Pcapacity


6/10

N. Axis ratio Cntrod Cff. N. Axis

k = Xu/D g C1 C2 Xu Mc, KN Pc, KN Mi Pi Mcapacity, KN Pcapacity,

0.11949 3.42 0.0433 0.0497 59.746 27.999 124.362 23.222 -195.780 51.22 -7

0.300 19.753 0.1086 0.1248 150 58.573 312.225 37.913 -104.730 96.49 20

0.400 400.000 0.145 0.166 200.00 69.439 416.300 44.176 -48.222 113.62 36

0.500 64.000 0.181 0.208 250.00 75.975 520.375 44.296 -3.788 120.27 51

0.600 11.111 0.217 0.250 300.00 78.181 624.450 41.757 36.744 119.94 66

0.700 4.432 0.253 0.291 350.00 76.058 728.525 33.660 98.199 109.72 82

0.800 2.367 0.290 0.333 400.00 69.605 832.600 26.596 149.652 96.20 98

0.900 1.469 0.326 0.374 450.00 58.823 936.675 21.157 186.710 79.98 112

1.000 1.000 0.362 0.416 500.00 43.712 1040.750 16.977 212.184 60.69 125

1.200 0.549 0.400 0.458 600.00 23.984 1150.812 11.73 239.04 35.72 138

1.400 0.346 0.418 0.475 700.00 15.125 1200.424 8.48 254.27 23.60 145

1.600 0.238 0.427 0.483 800.00 10.401 1226.877 6.30 264.20 16.70 149

1.800 0.174 0.432 0.488 900.00 7.589 1242.627 4.747 271.269 12.34 151

2.000 0.132 0.436 0.491 1000.000 5.780 1252.757 3.58 276.49 9.36 152

4.000 0.026 0.445 0.498 2000.000 1.119 1278.858 1.28 283.55 2.40 156

10.000 0.004 0.447 0.500 5000.000 0.156 1284.253 0.40 285.70 0.55 156

15.000 0.002 0.447 0.500 7500.000 0.067 1284.749 0.25 285.99 0.31 157

2.00E+09 0.000 0.447 0.500 1.00E+12 0.000 1285.125 0.000 286.312 0.00 157

Bar Spacing 190.000

CONFIGURATION of Steel for INTERACTION DIAGRAM OF RECTANGULAR COLUMN (bxD)

Used Col. Used Col. Imp col. Used Col. Used Col. Help Col. Help Col.

INPUT Formulated Formulated FormulateFormulated Formulate Formulated Formulated Formulate


2 Mi Pi AXIAL

1 339.000 190.000 0.00279 352.288 11.175 0.00279 352.288 21.971 115.64 30

2 0.000 0.000 0.00054 109.018 5.248 0.00054 109.018 0.000 0.00

3 0.000 -190.000 -0.00170 -311.464 0.000 0.00170 311.464 0.000 0.00

4 0.000 -380.000 -0.00395 -361.050 0.000 0.00395 361.050 0.000 0.00

5 0.000 -570.000 -0.00620 -361.050 0.000 0.00620 361.050 0.000 0.00

6 0.000 -760.000 -0.00844 -361.050 0.000 0.00844 361.050 0.000 0.00

7 0.000 -950.000 -0.01069 -361.050 0.000 0.01069 361.050 0.000 0.00

8 0.000 -1140.000 -0.01294 -361.050 0.000 0.01294 361.050 0.000 0.00

9 0.000 -1330.000 -0.01519 -361.050 0.000 0.01519 361.050 0.000 0.0010 0.000 -1520.000 -0.01743 -361.050 0.000 0.01743 361.050 0.000 0.00

11 0.000 -1710.000 -0.01968 -361.050 0.000 0.01968 361.050 0.000 0.00

12 0.000 -1900.000 -0.02193 -361.050 0.000 0.02193 361.050 0.000 0.00

DATA Prepared for INTERACTION DIAGRAM

For Compression PASTE here OUTPUT Interaction Diagram


INPUT or FORMULATED


7/10

13 0.000 -1974.375 -0.02281 -361.050 0.000 0.02281 361.050 0.000 0.00Used Col. Used Col. Imp col. Used Col. Used Col. Help Col. Help Col.

INPUT Formulated Formulated FormulateFormulated FormulatedFormulated Formulated Formulate


2 Mi Pi AXIAL

14 0.000 -2048.750 -0.02368 -361.050 0.000 0.02368 361.050 0.000 0.00

15 0.000 -2123.125 -0.02456 -361.050 0.000 0.02456 361.050 0.000 0.00

16 0.000 -2197.500 -0.02544 -361.050 0.000 0.02544 361.050 0.000 0.000 226.000 0.000 0.00054 109.018 5.248 0.00054 109.018 0.000 23.45

1 0.000 2197.500 0.02653 361.050 11.175 0.02653 361.050 0.000 0.002 0.000 2123.125 0.02565 361.050 11.175 0.02565 361.050 0.000 0.003 0.000 2048.750 0.02477 361.050 11.175 0.02477 361.050 0.000 0.004 0.000 1974.375 0.02389 361.050 11.175 0.02389 361.050 0.000 0.005 0.000 1900.000 0.02301 361.050 11.175 0.02301 361.050 0.000 0.006 0.000 1710.000 0.02077 361.050 11.175 0.02077 361.050 0.000 0.007 0.000 1520.000 0.01852 361.050 11.175 0.01852 361.050 0.000 0.008 0.000 1330.000 0.01627 361.050 11.175 0.01627 361.050 0.000 0.009 0.000 1140.000 0.01403 361.050 11.175 0.01403 361.050 0.000 0.00

10 0.000 950.000 0.01178 361.050 11.175 0.01178 361.050 0.000 0.0011 0.000 760.000 0.00953 361.050 11.175 0.00953 361.050 0.000 0.0012 0.000 570.000 0.00728 361.050 11.175 0.00728 361.050 0.000 0.0013 0.000 380.000 0.00504 361.050 11.175 0.00504 361.050 0.000 0.0014 0.000 190.000 0.00279 352.288 11.175 0.00279 352.288 0.000 0.0015 0.000 0.000 0.00054 109.018 5.248 0.00054 109.018 0.000 0.0016 339.000 -190.000 -0.001703 -311.464 0.000 0.001703 311.464 20.061 -105.59

As 904.000 42.032 33.50


INPUT or FORMULATED


8/10

Mi Pi Mu, KN Pu, KN

42.032 33.50 120.196 649.541

CHECK

-200

0

200

400

600

800

1000

1200

1400

1600

1800

0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0

AxialLoadinKN,

Pu

Moment in KNm, Mu = 1.15*(Mux2+Muy

2)1/2

Axial and Moment pointsCoordinates are within theInteraction Diagram and safe.

(Mux/Mux1+Muy/Muy1) = 0.826

Interaction Diagram of ColumnFor Minor Axis

Size of Column = 500 x 230 with Equally DistributedRinforcement = 0.786 % Critical Coordinate A

Pu=14781.32 KN

Mu=8796.56 KNm

Mux = 7353.5 KNm

Muy

= 1404.88 KNm

Mux1= 9416.254 KNm

Muy1= 7895.298 KNm

Grade of Concrete = M25

Grade of steel = Fe415

Critical A


9/10

Design of column is done as per IS 456-2000

Column Number 9

Section properties 1800 x 2300

Length of column 7.25 m

Rectangular section Width, b 1800 mm

Depth , D 2300 mm

Cover 75 mm

Characteristic strength of Concrete 25 N/mm2

Yield stress of Steel 415 N/mm2

Member 9 Detiled design IS 456 Main Reinforcement Remarks

Critical combination of load C Code Clause

Axial N1 end 1 17325.960 KN

Axial N1 end 2 16245.420 KN

Major M end 1 15275.260 KNm

Major M end 2 12993.530 KNm

Minor M end 1 3844.230 KNm

Minor M end 2 2664.690 KNm

Torson for Bending 132.45 KNm

Max Shear force 518.06 KN

Torson for Max Shear force 132.45 KNm

Shear force for max Torsion combination 4395.22 KN

Max Torsonal moment 132.45 KNm

Factored Axial force due to 25mm Setttlement 0.000

Factored Moment due to 25mm Settlement 0

Max Axial N1 end 1 including settlement, Pu 17325.96

Max Major M end 1 including settlement 15275.26

3.1522 Short Column 25.1.2

Unsupport length of column 7.25 mMinimum eccentrictiy along major axis 0.00 mm

Minimum eccentrictiy along minor axis 0.00 mm

Moment due to minimum eccentricity Major 0.00 KNm Included in STAAD

Moment due to minimum eccentricity minor 0.00 KNm Included in STAAD

Additional moment Mx= Pu*D*(lex/D)2/2000 0.00 KNm Included in STAAD 39.7.1

Additional moment Mx= Pu*b*(ley/b)2/2000 0.00 KNm Included in STAAD 39.7.1

Pub,x 16912.403 KN

Pub,y 16784.415 KN

Puz 56588.75 KN

Reduction factor for slenderness moment are as calculated below:

0.99 Kr=(Puz-Pu)/(Puz-Puby) 0.99

Design moment is calculated by using appropriate combination of following

Design Mx 15452.73 KNm 39.7.1

Design My 3844.23 KNm 39.7.1

Percentage of Steel Equally distributed 0.806260 %

Pu / fck*b*D 0.167

Refering the chart SP: 16

Mxu / fck*b*D2

0.065

DESIGN OF BIAXIAL BENDING COLUMN

Column Type Slender Compression member

Kr=(Puz-Pu)/(Puz-Pubx)

a. Slenderness Ratio b. minimum eccentricity of moment c. Applied moments


10/10

Mxu1 20110.864 KNm

My / fck*b2*D 0.021

Myu1 15864.510 KNm

Puz=0.45*fck*Ac+0.75*fy*Asc 56588.75 KN 39.6

Pux/Puz = Puy/Puz 0.306

1.1770 39.6

(Mxu/Mxu1)+ (Myu/ Myu1)

0.9219 39.6

OK for biaxial moment

(Mxu/Mxu1)

0.733Extra stressed level due to Muy 1.2571

Actual neutral axis depth Xu 1087.239304 mm

Actual neutral axis depth Yu 850.996 mm

minimum allowable spacing of bar 40 mm

Actual spacing of bar 175.5 mm

Maximum allowable spacing of bar 300 mm 26.5.3.1 g

Provided Number and Dia = 25.000 No. = 48.000

Actual Area of steel 23561.94 mm2

Maximum allowable percentage of steel 6 % 26.5.3.1 a

Actual percentage of main steel 0.56913 OK

Member 9 Detiled IS 456 Transverse Reinforcement

Distance between compressive bar and restrained bar in minor axis > 3.12.7.2

Dia of lateral ties 10.000 mm

Number of leg 6.000

Shear stress, including Torsion 0.160 N/mm2

Shear Strength of the section, 0.447 N/mm2

> 0.160 N/mm2

Transeverse reinforcement is required Svreq -329.504 mm

provide Sv 200.000 mm

462.288 mm2

Provide Stirrups of 8.00 Legged, dia. 10.0 mm @ 150.00 mm c/c

Provide in Mid span 8.00 Legged, dia. 10.0 mm @ 1000.00 mm c/c

Approximate calculation of Crack Width Calculation: Major Axis Minor axis

d 2153.00 mm 1535.50 mm

Stress tensile reiforced level fsb 181.47 N/mm2

64.99 N/mm2

Spacing of reinforcement S 120.941 mm 86.529 mm

d' 97.00 mm 64.50 mm

acr = ((S / 2)^2+d'^2)^0.5 - Dia /2 = 106.066 mm 106.066 mm

1b= [fs*((a' - x) / [(d-x)*2*10 ^5] 0.001033 0.000450

2b= bt*(a'-x)*(D-x) / [600000*Ast*(d - x)] 0.0001240 0.0001511

mb

= 1b

-2b

0.0009085 0.0002994

0.2658970 mm 0.1027658 mm

Stress tensile reiforced level fst -346.043 N/mm2

-346.043 N/mm2

1t= fs*(a' - (-D)) / [(d- (-D))*2*10 ^5] -0.000935 -0.000989

2t= bt*(a'-(-D))*(D-(-D)) / [600000*Ast*(d - (-D))] 0.0004271 0.0000000

mt = 1t-2t -0.001362 -0.000989

Wcrt= 3*acr x m/ [1+2*(acr- Cmin) / (D - (-D))] -0.427597 mm -0.309274 mm

-0.161700 -0.206508

Documents

1b. Column Design