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C13W29-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

6430.000

-10.000 10.000

-230.000-10.000 -10.000

-6430.000

- 125.0 975.0

c 75.000

+ 45.000 45.000

b 20

+ 205.000 45.000

b 20

+ 205.000 6405.000

b 20

+ 45.000 6405.000

b 20

+ 45.000 221.667

b 20.000

+ 205.000 221.667

b 20.000

+ 45.000 398.333

b 20.000

+ 205.000 398.333

b 20.000

+ 45.000 575.000

b 20.000

+ 205.000 575.000

b 20.000

+ 45.000 751.667

b 20.000

+ 205.000 751.667

b 20.000

+ 45.000 928.333

b 20.000

+ 205.000 928.333

b 20.000

+ 45.000 1105.000

b 20.000+ 205.000 1105.000

b 20.000

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

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+ 45.000 1281.667

b 20.000

+ 205.000 1281.667

b 20.000

+ 45.000 1458.333

b 20.000

+ 205.000 1458.333

b 20.000

+ 45.000 1635.000

b 20.000

+ 205.000 1635.000

b 20.000

+ 45.000 1811.667

b 20.000

+ 205.000 1811.667

b 20.000+ 45.000 1988.333

b 20.000

+ 205.000 1988.333

b 20.000

+ 45.000 2165.000

b 20.000

+ 205.000 2165.000

b 20.000

+ 45.000 2341.667

b 20.000

+ 205.000 2341.667

b 20.000

+ 45.000 2518.333

b 20.000

+ 205.000 2518.333

b 20.000

+ 45.000 2695.000

b 20.000

+ 205.000 2695.000

b 20.000

+ 45.000 2871.667

b 20.000

+ 205.000 2871.667

b 20.000

+ 45.000 3048.333

b 20.000

+ 205.000 3048.333

b 20.000

+ 45.000 3225.000

b 20.000

+ 205.000 3225.000

b 20.000

+ 45.000 3401.667

b 20.000+ 205.000 3401.667

b 20.000

Sheet Job Number

Job Title

Client





KTP/20/13



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+ 45.000 3578.333

b 20.000

+ 205.000 3578.333

b 20.000

+ 45.000 3755.000

b 20.000

+ 205.000 3755.000

b 20.000

+ 45.000 3931.667

b 20.000

+ 205.000 3931.667

b 20.000

+ 45.000 4108.333

b 20.000

+ 205.000 4108.333

b 20.000+ 45.000 4285.000

b 20.000

+ 205.000 4285.000

b 20.000

+ 45.000 4461.667

b 20.000

+ 205.000 4461.667

b 20.000

+ 45.000 4638.333

b 20.000

+ 205.000 4638.333

b 20.000

+ 45.000 4815.000

b 20.000

+ 205.000 4815.000

b 20.000

+ 45.000 4991.667

b 20.000

+ 205.000 4991.667

b 20.000

+ 45.000 5168.333

b 20.000

+ 205.000 5168.333

b 20.000

+ 45.000 5345.000

b 20.000

+ 205.000 5345.000

b 20.000

+ 45.000 5521.667

b 20.000

+ 205.000 5521.667

b 20.000

+ 45.000 5698.333

b 20.000+ 205.000 5698.333

b 20.000

Sheet Job Number

Job Title

Client





KTP/20/13



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+ 45.000 5875.000

b 20.000

+ 205.000 5875.000

b 20.000

+ 45.000 6051.667

b 20.000

+ 205.000 6051.667

b 20.000

+ 45.000 6228.333

b 20.000

+ 205.000 6228.333

b 20.000

+ 125.000 45.000

b 20.000

+ 125.000 6405.000

b 20.000

Loadcase Designation

Ultimate limit state design loads

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

1 Axial 32000

2 Axial+Mxx 32000 1800

3 Axial+Myy 32000 350

4 Axial+Mxx+Myy 32000 1800 350

5 Axial+Mecc 32000 2228 2228

Design loads:

0

7500

5000

2500

0

XX

Y

Y

CP65 - 1999

General design parameters:Given: Lo = 5.000 m fcu = 50 MPa fy = 460 MPa Ac = 1570753 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. (8) The critical load case is identified as the case yielding the lowest

safety factor about the design axis

Sheet Job Number

Job Title

Client





KTP/20/13



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Through inspection: Load case 3 (Axial+Myy) 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

.25061

= 19.951

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 32000×

= 640.000 kNm

Check if the column is slender: 3.8.1.3 le/h = 20.0 > 15∴ The column is slender.

Initial moments:

The initial end moments about the X-X axis:

M1 = Smaller initial end moment = 0.0 kNm

M2 = Larger initial end moment = 0.0 kNm

Sheet Job Number

Job Title

Client





KTP/20/13



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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 0× ×- +

= 0.0000×100

kNm

= M i2 0.4 M 2.

= 0.4 0×

= 0.0000×100

kNm

∴ Mi ≥ 0.4M2 = 0.0 kNm

The initial end moments about the Y-Y axis:

M1 = Smaller initial end moment = 0.0 kNm

M2 = Larger initial end moment = 350.0 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 0.6 350× ×- +

= 210.000 kNm

= M i2 0.4 M 2. = 0.4 350×

= 140.000 kNm

∴ Mi ≥ 0.4M2 = 210.0 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 1 570.8 0.87 460 23.876× × × ×+

= 44.90×103

kN

Maximum allowable stress and strain:

Allowable compression stress in steel

=sc 0.87 f y.

= 0.87 460×

= 400.200 MPa

Sheet Job Number

Job Title

Client





KTP/20/13



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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 = 251mm

=K

N uz N

N uz N bal

-

-

=4490×10

43200×10

4

4490×104

1656×104

-

-

= 0.4552

=a1

2000max_sl

2.

=1

2000

19.9512

×

= 0.1990

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

Therefore:

= M add N ß a K h. . .

= 32000 .19902 .45517 .25061× × ×

= 726.472 kNm

∴ Maddx = Madd*cos(-90.00°) = 0.0 kNm

Sheet Job Number

Job Title

Client





KTP/20/13



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∴ Maddy = Madd*sin(-90.00°) = 724.7 kNm

Design ultimate load and moment:Design axial load: Pu = 32000.0 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 +

= 00

2+

= 0.0000×100 kNm

(b) 3.8.3.2

= M mid M i M add +

= 0 0+

= 0.0000×100

kNm

(c) 3.8.3.2

= M bot M b M add

2+

= 00

2 +

= 0.0000×100

kNm

(d) 3.8.3.2

= M eminx N .

= .02 32000×

= 640.000 kNm

Thus 3.8.3.2

M = 640.0 kNm

Sheet Job Number

Job Title

Client





KTP/20/13



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Mxtop=0.0 kNm

Mxbot=0.0 kNm

Moments about X-X axis( kNm)

Initial Additional Design

Mx=0.0 kNm

Mxmin=640.0 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 +

= 350724.71

2 +

= 712.355 kNm

(b) 3.8.3.2

= M mid M i M add +

= 210 724.71+

= 934.710 kNm

(c) 3.8.3.2

= M bot M b M add

2

+

= 0724.71

2+

= 362.355 kNm

(d) 3.8.3.2

= M eminy N .

= .02 32000×

= 640.000 kNm

Sheet Job Number

Job Title

Client





KTP/20/13



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Thus 3.8.3.2

M = 934.7 kNm

Myadd/2=362.4 kNm

Myadd/2=362.4 kNm

M y a d d = - 7 2 4 . 7

k N m

Mytop=350.0 kNm

Mybot=0.0 kNm

Moments about Y-Y axis( kNm)

Initial Additional Design

My=934.7 kNm

Mymin=400.0 kNm

+ =

Design of column section for ULS:

The column is checked for applied moment about the design axis. Through inspection: the critical section lies near mid-height of the column. The design axis for the critical load case 3 lies at an angle of 90.00° to the X-axis The safety factor for the critical load case 3 is 1.06

For bending about the design axis:

Interaction Diagram

M o m e n

t m a x =

1 8 3 2 k N m

@ 1

6 E 3 k N

-8000-6000-4000-2000

200040006000800010E312E314E316E318E320E322E324E326E328E330E332E334E336E338E340E342E3

- 2 0 0

0

- 1 8 0

0

- 1 6 0

0

- 1 4 0

0

- 1 2 0

0

- 1 0 0

0

- 8 0 0

- 6 0 0

- 4 0 0

- 2 0 0

0 . 0 0

2 0 0

4 0 0

6 0 0

8 0 0

1 0 0 0

1 2 0 0

1 4 0 0

1 6 0 0

1 8 0 0

2 0 0 0

A x

i a l l o a

d ( k N )

Bending moment (kNm)

32000 kN

9 3 5 k N m

Sheet Job Number

Job Title

Client





KTP/20/13



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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 = 712.4 kNm Near mid-height, Mx = 934.7 kNm At the bottom, Mx = 400.0 kNm

Stresses near mid-height of the column for the critical load case 3

0

7500

5000

2500

0

XX

Y

Y

CP65 - 1999

90.0°

D

D

Summary of design calculations:

Design table for critical load case:

Sheet Job Number

Job Title

Client





KTP/20/13



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Moments and Reinforcement for LC 3:Axial+Myy

Top Middle Bottom

Madd-x (kNm) 0.0 0.0 0.0

Madd-y (kNm) 362.4 -724.7 -362.4

Mx (kNm) 0.0 0.0 0.0

My (kNm) 712.4 934.7 362.4

Mmin (kNm) 400.0 400.0 400.0

M-design (kNm) 712.4 934.7 400.0

Design axis (°) 90.00 90.00 270.00

Safety factor 1.13 1.06 1.23

Asc (mm²) 23876 23876 23876

Percentage 1.50 % 1.50 % 1.50 %

AsNom (mm²) 6283 6283 6283

Critical load case: LC 3

Design results for all load cases:

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

Load case 1 Axial

Load case 2 Axial+Mxx

Load case 3 Axial+Myy

Load case 4 Axial+Mxx+M

Load case 5 Axial+Mecc

X-XY-Y 32000.0

0.00.0

0.00.0

0.00.0

0.0-724.7 Middle

0.0724.7 724.7 1.125

X-XY-Y 32000.0

0.00.0

1800.00.0

1080.00.0

0.0-724.7 Middle

1800.0724.7 1300.6 1.239

X-XY-Y 32000.0

0.00.0

0.0350.0

0.0210.0

0.0-724.7 Middle

0.0934.7 934.7 1.059

X-XY-Y 32000.0

0.00.0

1800.0350.0

1080.0210.0

0.0-724.7 Middle

1800.0934.7 1428.3 1.239

X-XY-Y 32000.0

0.00.0

2228.02228.0

1336.81336.8

0.0-724.7 Middle

2228.02590.4 2457.0 1.239

Load case 3 (Axial+Myy) is critical.

Sheet Job Number

Job Title

Client





KTP/20/13



T&T T&T May 2016

Documents

W29-L02-L07 STY