n-35pc1

C13N-35PC1

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 (°)

+ 5.000

190.000

5.000 5.000

790.000

-5.000 5.000

-190.000

-5.000 -5.000

-790.000

+ 43.000 43.000

b 16

+ 157.000 43.000

b 16

+ 157.000 757.000

b 16

+ 43.000 757.000

b 16

+ 43.000 185.800

b 16.000

+ 157.000 185.800

b 16.000

+ 43.000 328.600

b 16.000

+ 157.000 328.600

b 16.000

+ 43.000 471.400

b 16.000

+ 157.000 471.400

b 16.000

+ 43.000 614.200

b 16.000

+ 157.000 614.200

b 16.000

SheetJob Number

Job Title

Client

Calcs by Checked by Date

Software Consultants (Pty) Ltd

Internet: http://www.prokon.com

E-Mail : [email protected]

KTP/10/13

NEW FUTURA

M/s KTP CONSULATNTS PTE LTD

HT T&T OCT 2015

Loadcase Designation

Ultimate limit state design loads

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

1 Axial 1200

2 Axial + Mecc 1200 30 15

3 Axial + Mxx 1200 128 30

4 Axial + Myy 1200 30 15

5 Axial + Mxx + Myy1200 128 64

Design loads:

0

250

1000

750

500

250

0

X X

Y

Y

CP65 - 1999

General design parameters:Given: Lo = 3.600 m fcu = 35 MPa fy = 460 MPa Ac = 157537 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

Through inspection: Load case 5 (Axial + Mxx + 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 3 (pinned). The column is braced.

Effective length factor ß = 1.00 Table 3.21

Effective column height:

=le ß Lo.

= 1 3.6×

= 3.600 m

SheetJob Number

Job Title

Client





KTP/10/13

NEW FUTURA


HT T&T OCT 2015

Column slenderness about weakest axis:

=max_s140lle

h

=3.6

.19997

= 18.003

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

=Mmin emin N.

= .01 1200×

= 12.000 kNm

Check if the column is slender: 3.8.1.3

le/h = 18.0 > 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 = 128.0 kNm

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

=Mi 0.4 M1 0.6 M2. .- +

= 0.4 0 0.6 128× ×- +

= 76.800 kNm

=Mi2 0.4 M2.

= 0.4 128×

= 51.200 kNm

∴ Mi ≥ 0.4M2 = 76.8 kNm

SheetJob Number

Job Title

Client





KTP/10/13

NEW FUTURA


HT T&T OCT 2015

The initial end moments about the Y-Y axis:

M1 = Smaller initial end moment = 0.0 kNm

M2 = Larger initial end moment = 64.0 kNm

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

=Mi 0.4 M1 0.6 M2. .- +

= 0.4 0 0.6 64× ×- +

= 38.400 kNm

=Mi2 0.4 M2.

= 0.4 64×

= 25.600 kNm

∴ Mi ≥ 0.4M2 = 38.4 kNm

Deflection induced moments: 3.8.3.1

Design ultimate capacity of section under axial load only:

=Nuz 0.45 fcu Ac 0.87 fy Asc. . . . +

= 0.45 35 157.54 0.87 460 2.4127× × × × +

= 3 446.818 kN

Maximum allowable stress and strain:

Allowable compression stress in steel

=fsc 0.87 fy.

= 0.87 460×

= 400.200 MPa

Allowable tensile stress in steel

=fst 0.87 fy.

= 0.87 460×

= 400.200 MPa

Allowable tensile strain in steel

SheetJob Number

Job Title

Client





KTP/10/13

NEW FUTURA


HT T&T OCT 2015

=eyfst

Es

=400.2

210000

= 0.0019

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 = 200mm

=KNuz N

Nuz Nbal

-

-

=3447×10

31200×10

3

3447×103

1119×103

-

-

= 0.9652

=ßa1

2000max_sl

2.

=1

200018.003

2×

= 0.1621

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

Therefore:

=Madd N ßa K h. . .

= 1200 .16205 .96535 .19997× × ×

= 37.539 kNm

∴ Maddx = Madd*cos(-90.00°) = 0.0 kNm ∴ Maddy = Madd*sin(-90.00°) = 37.5 kNm

SheetJob Number

Job Title

Client





KTP/10/13

NEW FUTURA


HT T&T OCT 2015

Design ultimate load and moment:Design axial load: Pu = 1200.0 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

=Mtop MtMadd

2 +

= 1280

2 +

= 128.000 kNm

(b) 3.8.3.2

=Mmid Mi Madd +

= 76.8 0 +

= 76.800 kNm

(c) 3.8.3.2

=Mbot MbMadd

2 +

= 00

2 +

= 0.0000×100

kNm

(d) 3.8.3.2

=M eminx N.

= .02 1200×

= 24.000 kNm

Thus 3.8.3.2

M = 128.0 kNm

SheetJob Number

Job Title

Client





KTP/10/13

NEW FUTURA


HT T&T OCT 2015

Mxtop=128.0 kNm

Moments about X-X axis( kNm)

Initial Additional Design

Mx=128.0 kNm

Mxmin=24.0 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

=Mtop MtMadd

2 +

= 6437.544

2 +

= 82.772 kNm

(b) 3.8.3.2

=Mmid Mi Madd +

= 38.4 37.544 +

= 75.944 kNm

(c) 3.8.3.2

=Mbot MbMadd

2 +

= 037.544

2 +

= 18.772 kNm

(d) 3.8.3.2

=M eminy N.

= .02 1200×

= 24.000 kNm

SheetJob Number

Job Title

Client





KTP/10/13

NEW FUTURA


HT T&T OCT 2015

Thus 3.8.3.2

M = 82.8 kNm

Madd/2=18.8 kNm

Mya

dd

/2=

-37

.5 k

Nm

Mytop=64.0 kNm

Moments about Y-Y axis( kNm)

Initial Additional Design

My=82.8 kNm

Mymin=12.0 kNm

+ =

Design of column section for ULS:

The column is checked for applied moment about the design axis. Through inspection: the critical section lies at the top end of the column. The design axis for the critical load case 5 lies at an angle of 32.89° to the X-axis The safety factor for the critical load case 5 is 1.81

For bending about the design axis:

Interaction Diagram

Mo

me

nt m

ax

= 3

58

.6kN

m @

10

85

kN

-800-600-400-200

200 400 600 800 100012001400160018002000220024002600280030003200

-35

0

-30

0

-25

0

-20

0

-15

0

-10

0

-50

.0

0.0

0

50

.0

10

0

15

0

20

0

25

0

30

0

35

0

40

0

Axi

al l

oa

d (

kN)

Bending moment (kNm)

1200 kN

15

2 k

Nm

SheetJob Number

Job Title

Client





KTP/10/13

NEW FUTURA


HT T&T OCT 2015

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 = 152.4 kNm Near mid-height, Mx = 108.0 kNm At the bottom, Mx = 0.0 kNm

Stresses at the top end of the column for the critical load case 50

250

1000

750

500

250

0

X X

Y

Y

CP65 - 1999

32.9°

D

D

Summary of design calculations:

Design table for critical load case:

SheetJob Number

Job Title

Client





KTP/10/13

NEW FUTURA


HT T&T OCT 2015

Moments and Reinforcement for LC 5:Axial + Mxx + Myy

Top Middle Bottom

Madd-x (kNm) 0.0 0.0 0.0

Madd-y (kNm) 18.8 -37.5 0.0

Mx (kNm) 128.0 76.8 0.0

My (kNm) 82.8 75.9 0.0

Mmin (kNm) 12.0 12.0 0.0

M-design (kNm) 152.4 108.0 0.0

Design axis (°) 32.89 44.68 180.00

Safety factor 1.81 1.97 1.06

Asc (mm²) 2413 2413 2413

Percentage 1.51 % 1.51 % 1.51 %

AsNom (mm²) 630 630 630

Critical load case: LC 5

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 + Mecc

Load case 3 Axial + Mxx

Load case 4 Axial + Myy

Load case 5 Axial + Mxx + Myy

X-XY-Y 1200.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 -37.5 Middle

0.0 37.5 37.5 1.945

X-XY-Y 1200.0

0.0 0.0

30.0 15.0

18.0 9.0

0.0 -37.5 Middle

30.0 46.5 49.9 2.118

X-XY-Y 1200.0

0.0 0.0

128.0 30.0

76.8 18.0

0.0 -37.5 Middle

128.0 55.5 94.8 2.137

X-XY-Y 1200.0

0.0 0.0

30.0 15.0

18.0 9.0

0.0 -37.5 Middle

30.0 46.5 49.9 2.118

X-XY-Y 1200.0

0.0 0.0

128.0 64.0

76.8 38.4

0.0 18.8 Top

128.0 82.8 152.4 1.810

Load case 5 (Axial + Mxx + Myy) is critical.

SheetJob Number

Job Title

Client





KTP/10/13

NEW FUTURA


HT T&T OCT 2015

n-35pc1

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