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SheetJob Number

Job Title

Client

Calcs by Checked by Date

CONSULTANTS LLP

E-Mail : tntnet@singnet.com.sg

KTP/20/13

ECHELON

M/s KTP CONSULTANTS PTE LTD

HT T&T MAY 2014

C13W05-L07-L12 STY

General column design by PROKON. (GenCol Ver W2.4.01 - 01 Apr 2008)

Design code : CP65 - 1999

Input tables

General design parameters:

CodeX/Radius or

Bar dia. (mm)Y (mm)

Angle ()

+ 10.000

205.000

10.000 10.000

5980.000

-10.000 10.000

-205.000

-10.000 -10.000

-5980.000

+ 43.000 43.000

b 16

+ 182.000 43.000

b 16

+ 182.000 5957.000

b 16

+ 43.000 5957.000

b 16

+ 43.000 216.941b 16.000

+ 182.000 216.941

b 16.000

+ 43.000 390.882

b 16.000

+ 182.000 390.882

b 16.000

+ 43.000 564.824

b 16.000

+ 182.000 564.824

b 16.000

+ 43.000 738.765

b 16.000

+ 182.000 738.765

b 16.000

+ 43.000 912.706

b 16.000

+ 182.000 912.706

b 16.000

+ 43.000 1086.647

b 16.000

+ 182.000 1086.647

b 16.000

+ 43.000 1260.588

b 16.000

SheetJob Number

Job Title

Client

Calcs by Checked by Date

CONSULTANTS LLP

E-Mail : tntnet@singnet.com.sg

KTP/20/13

ECHELON

M/s KTP CONSULTANTS PTE LTD

HT T&T MAY 2014

+ 182.000 1260.588

b 16.000

+ 43.000 1434.529

b 16.000

+ 182.000 1434.529

b 16.000

+ 43.000 1608.471

b 16.000

+ 182.000 1608.471

b 16.000

+ 43.000 1782.412

b 16.000

+ 182.000 1782.412

b 16.000

+ 43.000 1956.353

b 16.000

+ 182.000 1956.353

b 16.000

+ 43.000 2130.294

b 16.000

+ 182.000 2130.294

b 16.000

+ 43.000 2304.235

b 16.000

+ 182.000 2304.235

b 16.000

+ 43.000 2478.176b 16.000

+ 182.000 2478.176

b 16.000

+ 43.000 2652.118

b 16.000

+ 182.000 2652.118

b 16.000

+ 43.000 2826.059

b 16.000

+ 182.000 2826.059

b 16.000

+ 43.000 3000.000

b 16.000

+ 182.000 3000.000

b 16.000

+ 43.000 3173.941

b 16.000

+ 182.000 3173.941

b 16.000

+ 43.000 3347.882

b 16.000

+ 182.000 3347.882

b 16.000

+ 43.000 3521.824

b 16.000

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SheetJob Number

Job Title

Client

Calcs by Checked by Date

CONSULTANTS LLP

E-Mail : tntnet@singnet.com.sg

KTP/20/13

ECHELON

M/s KTP CONSULTANTS PTE LTD

HT T&T MAY 2014

+ 182.000 3521.824

b 16.000

+ 43.000 3695.765

b 16.000

+ 182.000 3695.765

b 16.000

+ 43.000 3869.706

b 16.000

+ 182.000 3869.706

b 16.000

+ 43.000 4043.647

b 16.000

+ 182.000 4043.647

b 16.000

+ 43.000 4217.588

b 16.000

+ 182.000 4217.588

b 16.000

+ 43.000 4391.529

b 16.000

+ 182.000 4391.529

b 16.000

+ 43.000 4565.471

b 16.000

+ 182.000 4565.471

b 16.000

+ 43.000 4739.412b 16.000

+ 182.000 4739.412

b 16.000

+ 43.000 4913.353

b 16.000

+ 182.000 4913.353

b 16.000

+ 43.000 5087.294

b 16.000

+ 182.000 5087.294

b 16.000

+ 43.000 5261.235b 16.000

+ 182.000 5261.235

b 16.000

+ 43.000 5435.176

b 16.000

+ 182.000 5435.176

b 16.000

+ 43.000 5609.118

b 16.000

+ 182.000 5609.118

b 16.000

+ 43.000 5783.059

b 16.000

SheetJob Number

Job Title

Client

Calcs by Checked by Date

CONSULTANTS LLP

E-Mail : tntnet@singnet.com.sg

KTP/20/13

ECHELON

M/s KTP CONSULTANTS PTE LTD

HT T&T MAY 2014

+ 182.000 5783.059

b 16.000

+ 112.500 43.000

b 16.000

+ 112.500 5957.000

b 16.000

Loadcase Designation

Ultimate limit state design loads

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

1 Axial 16400

2 Axial+Mxx 16400 1500

3 Axial+Myy 16400 100

4 Axial+Mxx+Myy 16400 1500 100

5 Axial+Mecc 16400 1640 1640

Design loads:

0

7500

5000

2500

0

X

X

Y

Y

CP65 - 1999

General design parameters:Given: Lo = 5.000 m fcu = 50 MPa fy = 460 MPa Ac = 1342763 mm

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

Through inspection: Load case 1 (Axial) is critical.

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SheetJob Number

Job Title

Client

Calcs by Checked by Date

CONSULTANTS LLP

E-Mail : tntnet@singnet.com.sg

KTP/20/13

ECHELON

M/s KTP CONSULTANTS PTE LTD

HT T&T MAY 2014

Check for miminum eccentricity: 3.8.2.4 Check that the eccentricity exceeds the minimum in the plane of bending: Use emin = 20mmMmin = 184.5 kNm about the X-X axis.

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 1 lies at an angle of 270.00to the X-axis The safety factor for the critical load case 1 is 1.28

For bending about the design axis:

Interaction Diagram

Momentmax=1155kNm@1

1E3kN

-4000-2000

200040006000800010E312E314E316E318E320E322E324E326E328E330E3

32E334E3

-1200

-1000

-800

-600

-400

-200

0.0

0

200

400

600

800

1000

1200

Axialload(kN)

Bending moment (kNm)

16400 kN

813kN

m

Moment distribution along the height of the column for bending about the design axis: At the top, Mx = 406.4 kNm Near mid-height, Mx = 812.9 kNm At the bottom, Mx = 406.4 kNm

SheetJob Number

Job Title

Client

Calcs by Checked by Date

CONSULTANTS LLP

E-Mail : tntnet@singnet.com.sg

KTP/20/13

ECHELON

M/s KTP CONSULTANTS PTE LTD

HT T&T MAY 2014

Stresses near mid-height of the column for the critical load case 1

0

7500

5000

2500

0

XX

Y

Y

CP65 - 1999

270.0

D

D

Summary of design calculations:

Design table for critical load case:

Moments and Reinforcement for LC 1:Axial

Top Middle Bottom

Madd-x (kNm) 0.0 -0.0 -0.0

Madd-y (kNm) 406.4 -812.9 -406.4

Mx (kNm) 0.0 -0.0 0.0

My (kNm) 406.4 -812.9 406.4

M' (kNm) 406.4 812.9 406.4

Design axis () 90.00 270.00 270.00

Safety factor 1.69 1.28 1.69

Asc (mm) 14476 14476 14476

Percentage 1.07 % 1.07 % 1.07 %

AsNom (mm) 5371 5371 5371

Critical load case: LC 1

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

X-XY-Y 16400.0

0.00.0

0.00.0

0.00.0

0.0812.9 Middle

0.0812.9 812.9 1.279

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SheetJob Number

Job Title

Client

Calcs by Checked by Date

CONSULTANTS LLP

E-Mail : tntnet@singnet.com.sg

KTP/20/13

ECHELON

M/s KTP CONSULTANTS PTE LTD

HT T&T MAY 2014

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+My

Load case 5 Axial+Mecc

X-XY-Y 16400.0

0.00.0

1500.00.0

900.00.0

315.11.9 Bottom

1500.0813.3 406.6 1.686

X-XY-Y 16400.0

0.00.0

0.0100.0

0.060.0

0.0822.8 Middle

0.0753.3 753.3 1.331

X-XY-Y 16400.0

0.00.0

1500.0100.0

900.060.0

0.00.0 Bottom

1500.0753.3 406.6 1.686

X-XY-Y 16400.0

0.00.0

1640.01640.0

984.0984.0

0.0190.5 Bottom

1640.02046.6 406.6 1.686

Load case 1 (Axial) is critical.