15A-W9-2ND-ATTIC

C1315A-W9-2ND-ATTIC

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

140.000

5.000 5.000

690.000

-5.000 5.000

-140.000

-5.000 -5.000

-690.000

+ 41.500 41.500

b 13

+ 108.500 41.500

b 13

+ 108.500 658.500

b 13

+ 41.500 658.500

b 13

+ 41.500 118.625

b 13.000

+ 108.500 118.625

b 13.000

+ 41.500 195.750

b 13.000

+ 108.500 195.750

b 13.000

+ 41.500 272.875

b 13.000

+ 108.500 272.875

b 13.000

+ 41.500 350.000

b 13.000

+ 108.500 350.000

b 13.000

+ 41.500 427.125

b 13.000

+ 108.500 427.125

b 13.000

+ 41.500 504.250

b 13.000

+ 108.500 504.250

b 13.000

+ 41.500 581.375

b 13.000

SheetJob Number

Job Title

Client

Calcs by Checked by Date

Software Consultants (Pty) Ltd

Internet: http://www.prokon.com

E-Mail : [email protected]

KTP/26/14

THE CREEK

M/s KTP CONSULTANTS PTE LTD

T&T T&T JAN 2015

+ 108.500 581.375

b 13.000

Loadcase Designation

Ultimate limit state design loads

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

1 Axial 968

2 Axial+Mxx 968 75 75

3 Axial+Myy 968 10 10

4 Axial+Mecc 968 50 25

Design loads:

0

750

500

250

0

X X

Y

Y

CP65 - 1999

General design parameters:Given: Lo = 4.000 m fcu = 35 MPa fy = 460 MPa Ac = 102561 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 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 4×

= 4.000 m

SheetJob Number

Job Title

Client





KTP/26/14

THE CREEK


T&T T&T JAN 2015

Column slenderness about weakest axis:

=max_s140lle

h

=4

.15062

= 26.557

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.

= .02 968×

= 19.360 kNm

Check if the column is slender: 3.8.1.3

le/h = 26.6 > 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

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 0× ×- +

= 0.0000×100

kNm

=Mi2 0.4 M2.

= 0.4 0×

= 0.0000×100

kNm

∴ Mi ≥ 0.4M2 = 0.0 kNm

SheetJob Number

Job Title

Client





KTP/26/14

THE CREEK


T&T T&T JAN 2015

The column is bent in double curvature about the Y-Y axis:

M1 = Smaller initial end moment = -10.0 kNm

M2 = Larger initial end moment = 10.0 kNm

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

=Mi 0.4 M1 0.6 M2. . +

= 0.4 10 0.6 -10× × +

= -2.0000 kNm

=Mi2 0.4 M2.

= 0.4 -10×

= -4.0000 kNm

∴ Mi ≥ 0.4M2 = -4.0 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 35 102.56 0.87 460 2.3892× × × × +

= 2 571.478 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/26/14

THE CREEK


T&T T&T JAN 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 = 151mm

=KNuz N

Nuz Nbal

-

-

=2572×10

3968000

2572×103

550733

-

-

= 0.7936

=ßa1

2000max_sl

2.

=1

200026.557

2×

= 0.3526

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

Therefore:

=Madd N ßa K h. . .

= 968 .35263 .79351 .15062× × ×

= 40.797 kNm

∴ Maddx = Madd*cos(-90.00°) = 0.0 kNm ∴ Maddy = Madd*sin(-90.00°) = 40.6 kNm

SheetJob Number

Job Title

Client





KTP/26/14

THE CREEK


T&T T&T JAN 2015

Design ultimate load and moment:Design axial load: Pu = 968.0 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 +

= 00

2 +

= 0.0000×100

kNm

(b) 3.8.3.2

=Mmid Mi Madd +

= 0 0 +

= 0.0000×100

kNm

(c) 3.8.3.2

=Mbot MbMadd

2 +

= 00

2 +

= 0.0000×100

kNm

(d) 3.8.3.2

=M eminx N.

= .02 968×

= 19.360 kNm

Thus 3.8.3.2

M = 19.4 kNm

SheetJob Number

Job Title

Client





KTP/26/14

THE CREEK


T&T T&T JAN 2015

Mxtop=0.0 kNm

Mxbot=0.0 kNm

Moments about X-X axis( kNm)

Initial Additional Design

Mx=0.0 kNm

Mxmin=19.4 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 +

= 1040.629

2 +

= 30.314 kNm

(b) 3.8.3.2

=Mmid Mi Madd +

= -4 -40.629 +

= -44.6290 kNm

(c) 3.8.3.2

=Mbot MbMadd

2 +

= -10-40.629

2 +

= -30.3145 kNm

(d) 3.8.3.2

=M eminy N.

= .02 968×

= 19.360 kNm

SheetJob Number

Job Title

Client





KTP/26/14

THE CREEK


T&T T&T JAN 2015

Thus 3.8.3.2

M = 44.6 kNm

Myadd/2=20.3 kNm

Myadd/2=20.3 kNm

Mya

dd

=-4

0.6

kN

m

Mytop=10.0 kNm

Mybot=10.0 kNm

Moments about Y-Y axis( kNm)

Initial Additional Design

My=44.6 kNm

Mymin=7.3 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 270.00° to the X-axis The safety factor for the critical load case 3 is 1.16

For bending about the design axis:

Interaction Diagram

Mo

me

nt m

ax

= 5

7.1

8kN

m @

52

9 k

N

-800

-600

-400

-200

200

400

600

800

1000

1200

1400

1600

1800

2000

2200

2400

-45

.0

-40

.0

-35

.0

-30

.0

-25

.0

-20

.0

-15

.0

-10

.0

-5.0

0

0.0

0

5.0

0

10

.0

15

.0

20

.0

25

.0

30

.0

35

.0

40

.0

45

.0

50

.0

55

.0

60

.0Axi

al l

oa

d (

kN)

Bending moment (kNm)

968 kN

45

kN

m

SheetJob Number

Job Title

Client





KTP/26/14

THE CREEK


T&T T&T JAN 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 = 30.3 kNm Near mid-height, Mx = 44.6 kNm At the bottom, Mx = 30.3 kNm

Stresses near mid-height of the column for the critical load case 30

750

500

250

0

X X

Y

Y

CP65 - 1999

270.0°

D

D

Summary of design calculations:

Design table for critical load case:

SheetJob Number

Job Title

Client





KTP/26/14

THE CREEK


T&T T&T JAN 2015

Moments and Reinforcement for LC 3:Axial+Myy

Top Middle Bottom

Madd-x (kNm) 0.0 0.0 0.0

Madd-y (kNm) 20.3 -40.6 -20.3

Mx (kNm) 0.0 0.0 0.0

My (kNm) 30.3 -44.6 30.3

Mmin (kNm) 7.3 7.3 7.3

M-design (kNm) 30.3 44.6 30.3

Design axis (°) 90.00 270.00 270.00

Safety factor 1.50 1.16 1.50

Asc (mm²) 2389 2389 2389

Percentage 2.28 % 2.28 % 2.28 %

AsNom (mm²) 410 410 410

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+Mecc

X-XY-Y 968.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 -40.6 Middle

0.0 40.6 40.6 1.254

X-XY-Y 968.0

75.0 0.0

-75.0 0.0

-30.0 0.0

0.0 -40.6 Middle

75.0 40.6 50.5 1.940

X-XY-Y 968.0

0.0 10.0

0.0 -10.0

0.0 -4.0

0.0 -40.6 Middle

0.0 44.6 44.6 1.164

X-XY-Y 968.0

-25.0 0.0

50.0 0.0

20.0 0.0

0.0 -40.6 Middle

50.0 40.6 45.3 1.834

Load case 3 (Axial+Myy) is critical.

SheetJob Number

Job Title

Client





KTP/26/14

THE CREEK


T&T T&T JAN 2015

Documents

15A-W9-2ND-ATTIC