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C13W25-L02-L07 STY

General column design by PROKON . (GenCol Ver W2.6.11 - 24 Apr 2014)

Design code : CP65 - 1999

Input tables

General design parameters:

CodeX/Radius or

Bar dia. (mm)Y (mm)

Angle (°)

+ 10.000

230.000

10.000 10.000

1955.000

-10.000 10.000

-230.000-10.000 -10.000

-1955.000

- 125.0 137.5

c 75.000

+ 47.500 47.500

b 25

+ 202.500 47.500

b 25

+ 202.500 1927.500

b 25

+ 47.500 1927.500

b 25

+ 47.500 218.409

b 25.000

+ 202.500 218.409

b 25.000

+ 47.500 389.318

b 25.000

+ 202.500 389.318

b 25.000

+ 47.500 560.227

b 25.000

+ 202.500 560.227

b 25.000

+ 47.500 731.136

b 25.000

+ 202.500 731.136

b 25.000

+ 47.500 902.045

b 25.000

+ 202.500 902.045

b 25.000

+ 47.500 1072.955

b 25.000+ 202.500 1072.955

b 25.000

Sheet Job Number

Job Title

Client

Calcs by Checked by Date

Software Consultants (Pty) Ltd

Internet: http://www.prokon.com

E-Mail : [email protected]

KTP/20/13

ECHELON@Alexandra View

Ms KTP Consultants Pte Ltd

T&T T&T May 2016

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+ 47.500 1243.864

b 25.000

+ 202.500 1243.864

b 25.000

+ 47.500 1414.773

b 25.000

+ 202.500 1414.773

b 25.000

+ 47.500 1585.682

b 25.000

+ 202.500 1585.682

b 25.000

+ 47.500 1756.591

b 25.000

+ 202.500 1756.591

b 25.000+ 125.000 47.500

b 25.000

+ 125.000 1927.500

b 25.000

Loadcase Designation

Ultimate limit state design loads

P (kN) Mx top (kNm) My top (kNm) Mx bot (kNm) My bot (kNm)

1 Axial 12500

2 Axial+Mxx 12500 350

3 Axial+Myy 12500 1004 Axial+Mxx+Myy 12500 350 100

5 Axial+Mecc 12500 850 850

Design loads:

0

2000

1500

1000

500

0

-500

X X

Y

Y

CP65 - 1999

General design parameters:Given: Lo = 5.000 m fcu = 50 MPa fy = 460 MPa Ac = 463116 mm²

Assumptions:

(1) The general conditions of clause 3.8.1 are applicable. (2) The specified design axial loads include the self-weight of the column. (3) The design axial loads are taken constant over the height of the column.

Design approach:The column is designed using an iterative procedure: (1) An area of reinforcement is chosen. (2) The column design charts are constructed. (3) The corresponding slenderness moments are calculated. (4) The design axis and design ultimate moment are determined .

(5) The design axial force and moment capacity is checked on the relevant design chart. (6) The safety factor is calculated for this load case. (7) The procedure is repeated for each load case.

Sheet Job Number

Job Title

Client





KTP/20/13



T&T T&T May 2016

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(8) The critical load case is identified as the case yielding the lowest safety factor about the design axis

Through inspection: Load case 5 (Axial+Mecc) is critical.

Check column slenderness:End fixity and bracing for bending about the Design axis: At the top end: Condition 2 (partially fixed). At the bottom end: Condition 2 (partially fixed). The column is braced.

Effective length factor ß = 1.00 Table 3.21

Effective column height:

=le ß Lo.

= 1 5×

= 5.000 m

Column slenderness about weakest axis:

=max_s140lle

h

=5

.25311

= 19.754

Where h is an equivalent column depth derived from the radius of gyration*square root of 12

Minimum Moments for Design:Check for mininum eccentricity: 3.8.2.4 Check that the eccentricity exceeds the minimum in the plane of bending: Use emin = 20mm

= M min emin N .

= .02 12500×

= 250.000 kNm

Check if the column is slender: 3.8.1.3 le/h = 19.8 > 15∴ The column is slender.

Sheet Job Number

Job Title

Client





KTP/20/13



T&T T&T May 2016

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Initial moments:

The initial end moments about the X-X axis:

M1 = Smaller initial end moment = 0.0 kNm

M2 = Larger initial end moment = 850.0 kNm

The initial moment near mid-height of the column : 3.8.3.2

= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 850× ×- +

= 510.000 kNm

= M i2 0.4 M 2.

= 0.4 850×

= 340.000 kNm

∴ Mi ≥ 0.4M2 = 510.0 kNm

The initial end moments about the Y-Y axis:

M1 = Smaller initial end moment = 0.0 kNm

M2 = Larger initial end moment = 850.0 kNm

The initial moment near mid-height of the column : 3.8.3.2

= M i 0.4 M 1 0.6 M 2. .- +

= 0.4 0 0.6 850× ×- +

= 510.000 kNm

= M i2 0.4 M 2.

= 0.4 850×

= 340.000 kNm

∴ Mi ≥ 0.4M2 = 510.0 kNm

Deflection induced moments: 3.8.3.1Design ultimate capacity of section under axial load only:

= N uz 0.45 f cu Ac 0.87 f y Asc. . . . +

= 0.45 50 463.12 0.87 460 12.763× × × ×+

= 15.53×103

kN

Maximum allowable stress and strain:

Allowable compression stress in steel

Sheet Job Number

Job Title

Client





KTP/20/13



T&T T&T May 2016

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=sc 0.87 f y.

= 0.87 460×

= 400.200 MPa

Allowable tensile stress in steel

=st 0.87 f y.

= 0.87 460×

= 400.200 MPa

Allowable tensile strain in steel

=e y f st

E s

=400.2

205000

= 0.0020

Allowable compressive strain in concrete

ec = 0.0035

For bending about the weakest axis: Weakest axis lies at an angle of -90.00° to the X-X axis Overall dimension perpendicular to weakest axis h = 253mm

=K N uz N

N uz N bal

-

-

=1553×10

41250×10

4

1553×104

4856×103

-

-

= 0.2839

=a1

2000max_sl

2.

=1

200019.754

2×

= 0.1951

Where max_sl is the maximum slenderness ratio of the column as an equivalent rectangular column.

Therefore:

Sheet Job Number

Job Title

Client





KTP/20/13



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= M add N ß a K h. . .

= 12500 .19511 .28373 .25311× × ×

= 175.148 kNm

∴ Maddx = Madd*cos(-90.00°) = 0.0 kNm ∴ Maddy = Madd*sin(-90.00°) = 173.0 kNm

Design ultimate load and moment:Design axial load: Pu = 12500.0 kN

Moments as a result of imperfections added about Design axis 5.8.9 2)

For bending about the X-X axis, the maximum design moment is the greatest of: 3.8.3.2

(a) 3.8.3.2

= M top M t M add

2 +

= 8500

2+

= 850.000 kNm

(b) 3.8.3.2

= M mid M i M add +

= 510 0+

= 510.000 kNm

(c) 3.8.3.2

= M bot M b M add

2+

= 0 02

+

= 0.0000×100

kNm

(d) 3.8.3.2

= M eminx N .

= .02 12500×

= 250.000 kNm

Thus 3.8.3.2

Sheet Job Number

Job Title

Client





KTP/20/13



T&T T&T May 2016

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M = 850.0 kNm

Mxtop=850.0 kNm

Mxbot=0.0 kNm

Moments about X-X axis( kNm)

Initial Additional Design

Mx=850.0 kNmMxmin=250.0 kNm

+ =

Moments as a result of imperfections added about Design axis 5.8.9 2)

For bending about the Y-Y axis, the maximum design moment is the greatest of: 3.8.3.2(a) 3.8.3.2

= M top M t M add

2+

= 850172.99

2+

= 936.495 kNm

(b) 3.8.3.2

= M mid M i M add +

= 510 172.99+

= 682.990 kNm

(c) 3.8.3.2

= M bot M b M add

2 +

= 0172.99

2 +

= 86.495 kNm

(d) 3.8.3.2

Sheet Job Number

Job Title

Client





KTP/20/13



T&T T&T May 2016

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= M eminy N .

= .02 12500×

= 250.000 kNm

Thus 3.8.3.2

M = 936.5 kNm

Myadd/2=86.5 kNm

Myadd/2=86.5 kNm

M y a d d = - 1 7 3 . 0

k N m

Mytop=850.0 kNm

Mybot=0.0 kNm

Moments about Y-Y axis( kNm)

Initial Additional Design

My=936.5 kNm

Mymin=156.2 kNm

+ =

Design of column section for ULS:

The column is checked for applied moment about the design axis. Through inspection: the critical section lies at the top end of the column.

The design axis for the critical load case 5 lies at an angle of 47.77° to the X-axis The safety factor for the critical load case 5 is 1.02

Sheet Job Number

Job Title

Client





KTP/20/13



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For bending about the design axis:

Interaction Diagram

M o m e n t m a x = 3 3 3 5 k N m @ 3

9 0 1

k N

-4000-3000-2000-1000

10002000300040005000600070008000900010E311E312E313E314E3

- 3 5 0 0

- 3 0 0 0

- 2 5 0 0

- 2 0 0 0

- 1 5 0 0

- 1 0 0 0

- 5 0 0

0 . 0

0

5 0 0

1 0 0 0

1 5 0 0

2 0 0 0

2 5 0 0

3 0 0 0

3 5 0 0

A x i a l l o a d ( k N )

Bending moment (kNm)

12500 kN

1 2 6 5 k N m

Moment distribution along the height of the column for bending about the design axis:

The final design moments were calculated as the vector sum of the X- and Y- momentsof the critical load case. This also determined the design axis direction

At the top, Mx = 1264.7 kNm Near mid-height, Mx = 852.4 kNm At the bottom, Mx = 156.2 kNm

Stresses at the top end of the column for the critical load case 5

Sheet Job Number

Job Title

Client





KTP/20/13



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Load case Axis N (kN) M1 (kNm) M2 (kNm) Mi (kNm) Madd (kNm) Design M (kNm) M' (kNm)Safetyfactor

Load case 2 Axial+Mxx

Load case 3 Axial+Myy

Load case 4 Axial+Mxx+M

Load case 5 Axial+Mecc

X-XY-Y 12500.0

0.00.0

350.00.0

210.00.0

0.0-173.0 Middle

350.0173.0 272.1 1.093

X-XY-Y 12500.0

0.00.0

0.0100.0

0.060.0

0.0-173.0 Middle

0.0233.0 233.0 1.022

X-XY-Y 12500.0

0.00.0

350.0100.0

210.060.0

0.0-173.0 Middle

350.0233.0 313.7 1.093

X-XY-Y 12500.0

0.00.0

850.0850.0

510.0510.0

0.086.5 Top

850.0936.5 1264.7 1.016

Load case 5 (Axial+Mecc) is critical.

Sheet Job Number

Job Title

Client





KTP/20/13



T&T T&T May 2016

Documents

W25-L02-L07 STY