b4b13

Continuous Beam: B4B13-300X800 (Code of Practice : CP65 - 1999)

C018/10/2015 3:46:23 PM

Input Tables

Fcu (MPa)

Fy (MPa)

Fyv (MPa)

% Redistribution

Downward/Optimized redistr.

Cover to centre top steel(mm)

Cover to centre bot.steel(mm)

Dead Load Factor

Live Load Factor

Density of concrete (kN/m3)

% Live load permanent

Ø (Creep coefficient)

Ecs (Free shrinkage strain)

40

460

460

0

D

75

75

1.4

1.6

24

25

2

300E-6

SecNo.

Bw (mm)

D (mm)

Bf-top (mm)

Hf-top (mm)

Bf-bot (mm)

Hf-bot (mm)

Y-offset (mm)

Web offset

Flangeoffset

1 300 800

SpanNo

SectionLength(m)

Sec NoLeft

Sec NoRight

1 4 1 1

SupNo.

CodeC,F

Column Below CodeF,P

Column above CodeF,P

D(mm) B(mm) H(m) D(mm) B(mm) H(m)

Case D,L

Span

Wleft(kN/m)

Wright(kN/m)

a (m)

b (m)

P (kN)

a (m)

M (kNm)

a (m)

LoadDescription

D 1 14 14

L 1 2 2

D 1 0 40 0 2

D 1 40 0 2 0

L 1 0 8 0 2

L 1 8 0 2 0

Span

M left(kNm)

M right(kNm)

SheetJob Number

Job Title

Client

Calcs by Checked by Date

Software Consultants (Pty) Ltd

Internet: http://www.prokon.com

E-Mail : [email protected]

KTP/62/13

ROBINSON ROAD / MARKET STREET

M/s KTP CONSULATNTS PTE LTD

HT T&T SEP 2015

SECTION 1

300

800

Sections

1 2SPAN 1

Dead+

Own W

Live

19.76

2.00

59.76

10.00

Beam Elevation

SheetJob Number

Job Title

Client





KTP/62/13



HT T&T SEP 2015

Elastic Deflections (Alternate spans loaded) Def max = .4881mm @ 2.00m

.400

.300

.200

.100

.20

0

.40

0

.60

0

.80

0

1.0

0

1.2

0

1.4

0

1.6

0

1.8

0

2.0

0

2.2

0

2.4

0

2.6

0

2.8

0

3.0

0

3.2

0

3.4

0

3.6

0

3.8

0

4.0

0

Deflection, Shear, Moment and Steel diagrams. Span 1

Long-term Deflections (All spans loaded - using required reinforcement) Def max = 4.247mm @ 2.00m

4.00

3.00

2.00

1.00

.20

0

.40

0

.60

0

.80

0

1.0

0

1.2

0

1.4

0

1.6

0

1.8

0

2.0

0

2.2

0

2.4

0

2.6

0

2.8

0

3.0

0

3.2

0

3.4

0

3.6

0

3.8

0

4.0

0

SHEAR: X-X V max = -130.5kN @ 4.00m

-100

-50.0

50.0

100

.20

0

.40

0

.60

0

.80

0

1.0

0

1.2

0

1.4

0

1.6

0

1.8

0

2.0

0

2.2

0

2.4

0

2.6

0

2.8

0

3.0

0

3.2

0

3.4

0

3.6

0

3.8

0

4.0

0

MOMENTS: X-X M max = 153.5kNm @ 2.00m

140

120

100

80.0

60.0

40.0

20.0

.20

0

.40

0

.60

0

.80

0

1.0

0

1.2

0

1.4

0

1.6

0

1.8

0

2.0

0

2.2

0

2.4

0

2.6

0

2.8

0

3.0

0

3.2

0

3.4

0

3.6

0

3.8

0

4.0

0

Shear Steel: X-X Asv max = .2999mm²/mm @ 0.00m

.050

.100

.150

.200

.250

.300

.20

0

.40

0

.60

0

.80

0

1.0

0

1.2

0

1.4

0

1.6

0

1.8

0

2.0

0

2.2

0

2.4

0

2.6

0

2.8

0

3.0

0

3.2

0

3.4

0

3.6

0

3.8

0

4.0

0

Bending Steel: X-X As max = 556.8mm2 @ 2.00m

500

400

300

200

100

.20

0

.40

0

.60

0

.80

0

1.0

0

1.2

0

1.4

0

1.6

0

1.8

0

2.0

0

2.2

0

2.4

0

2.6

0

2.8

0

3.0

0

3.2

0

3.4

0

3.6

0

3.8

0

4.0

0

SheetJob Number

Job Title

Client





KTP/62/13



HT T&T SEP 2015

=====================================================================

C O N T I N U O U S B E A M Ver W2.6.05 - 09 May 2014

Title : B4B13-300X800

Data File : F:\TEONG\data\[NTFS]\TEONG FILES\MY WORK\KTP CONSULTANTS PTE LTD\2013\ROBINSON TOWER\ST05-B06-B01\B04 RC Beam\B4B13.C01

Date/Time : 8/10/2015

Code of Practice : CP65 - 1999

=====================================================================

BENDING MOMENTS & REINFORCEMENT

SPAN 1

Position(m) Min.Moment(kNm) Max.Moment(kNm) As-top(mm2) As-bot(mm2)

0.000 0.00 0.00 0.00 0.00

0.250 19.21 31.58 0.00 114.56

0.500 36.87 60.69 0.00 220.18

0.750 52.68 86.80 0.00 314.89

1.000 66.31 109.36 0.00 396.76

1.250 77.45 127.85 0.00 463.83

1.500 85.80 141.72 0.00 514.15

1.750 91.04 150.44 0.00 545.78

2.000 92.85 153.46 0.00 556.75

2.250 91.04 150.44 0.00 545.78

2.500 85.80 141.72 0.00 514.15

2.750 77.45 127.85 0.00 463.83

3.000 66.31 109.36 0.00 396.76

3.250 52.68 86.80 0.00 314.89

3.500 36.87 60.69 0.00 220.18

3.750 19.21 31.58 0.00 114.56

4.000 0.00 0.00 0.00 0.00

---------------------------------------------------------------------

SHEAR FORCES & REINFORCEMENT

SPAN 1

Position(m) Minimum Maximum Shear Asv/Sv Asv/Sv(nom)

Shear(kN) Shear(kN) Capacity(kN) (mm2/mm) (mm2/mm)

0.000 79.52 130.53 1087.50 0.00 0.30

0.250 73.95 121.74 495.76 0.00 0.30

0.500 67.14 110.80 247.88 0.00 0.30

0.750 59.07 97.70 165.25 0.00 0.30

1.000 49.76 82.46 132.29 0.00 0.30

1.250 39.20 65.07 111.49 0.00 0.30

1.500 27.38 45.53 99.47 0.00 0.30

1.750 14.31 23.84 101.47 0.00 0.30

2.000 0.00 0.00 102.14 0.00 0.30

2.250 -23.84 -14.31 101.47 0.00 0.30

2.500 -45.53 -27.38 99.47 0.00 0.30

2.750 -65.07 -39.20 111.49 0.00 0.30

3.000 -82.46 -49.76 132.29 0.00 0.30

3.250 -97.70 -59.07 165.25 0.00 0.30

3.500 -110.80 -67.14 247.88 0.00 0.30

3.750 -121.74 -73.95 495.76 0.00 0.30

4.000 -130.53 -79.52 1087.50 0.00 0.30

---------------------------------------------------------------------

SheetJob Number

Job Title

Client





KTP/62/13



HT T&T SEP 2015

COLUMN REACTIONS

Support Dead Load(kN) Live Load(kN) Dead + Live(kN) Ultimate(kN)

1 79.52 12.00 91.52 130.53

2 79.52 12.00 91.52 130.53

---------------------------------------------------------------------

COLUMN MOMENTS (Ultimate limit state)

Columns below

Support Bending Moment(kNm) Shear Force (kN)

No. Min. Max. Min. Max.

1 0.00 0.00 0.00 0.00

2 0.00 0.00 0.00 0.00

Columns above



1 0.00 0.00 0.00 0.00

2 0.00 0.00 0.00 0.00

---------------------------------------------------------------------

ELASTIC DEFLECTIONS (Alternate spans loaded - positive downward)

Modulus of elasticity: Ec = 20 + fcu/5 = 28.0 Gpa

SPAN 1

Position(m) Min.Deflection(mm) Max.Deflection(mm)

0.000 0.00 0.00

0.250 0.08 0.09

0.500 0.16 0.18

0.750 0.23 0.27

1.000 0.29 0.34

1.250 0.35 0.40

1.500 0.39 0.45

1.750 0.41 0.48

2.000 0.42 0.49

2.000 0.42 0.49

2.250 0.41 0.48

2.500 0.39 0.45

2.750 0.35 0.40

3.000 0.29 0.34

3.250 0.23 0.27

3.500 0.16 0.18

3.750 0.08 0.09

4.000 0.00 0.00

---------------------------------------------------------------------

LONGTERM DEFLECTIONS (All spans loaded - positive downward)

Symbols: DS : Shrinkage deflection.

SheetJob Number

Job Title

Client





KTP/62/13



HT T&T SEP 2015

DL : Long-term deflection under permanent load.

DI : Instantaneous deflection under short-term load.

DT : Total long-term deflection.

SPAN 1

Position(m) DS(mm) DL(mm) DI(mm) DT(mm)

0.000 0.00 0.00 0.00 0.00

0.250 0.11 0.64 0.07 0.83

0.500 0.21 1.27 0.14 1.63

0.750 0.31 1.85 0.21 2.38

1.000 0.40 2.35 0.27 3.03

1.250 0.47 2.76 0.32 3.55

1.500 0.52 3.06 0.36 3.94

1.750 0.55 3.24 0.38 4.17

2.000 0.56 3.30 0.39 4.25

2.000 0.56 3.30 0.39 4.25

2.250 0.55 3.24 0.38 4.17

2.500 0.52 3.06 0.36 3.94

2.750 0.47 2.76 0.32 3.55

3.000 0.40 2.35 0.27 3.03

3.250 0.31 1.85 0.21 2.38

3.500 0.21 1.27 0.14 1.63

3.750 0.11 0.64 0.07 0.83

4.000 0.00 0.00 0.00 0.00

---------------------------------------------------------------------

QUANTITIES

Section Area(m²)

1 0.240

Total weight of beam = 23.04 kN

=====================================================================

SheetJob Number

Job Title

Client





KTP/62/13



HT T&T SEP 2015

COLUMN REACTIONS

Support Dead Load(kN) Live Load(kN) Dead + Live(kN) Ultimate(kN)

1 79.52 12.00 91.52 130.53

2 79.52 12.00 91.52 130.53

---------------------------------------------------------------------

COLUMN MOMENTS (Ultimate limit state)

Columns below



1 0.00 0.00 0.00 0.00

2 0.00 0.00 0.00 0.00

Columns above



1 0.00 0.00 0.00 0.00

2 0.00 0.00 0.00 0.00

---------------------------------------------------------------------

SheetJob Number

Job Title

Client





KTP/62/13



HT T&T SEP 2015

b4b13

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