b4b7

Continuous Beam: B4B7-1000X1000 (Code of Practice : CP65 - 1999)

C018/10/2015 3:45:09 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 1000 1000

SpanNo

SectionLength(m)

Sec NoLeft

Sec NoRight

1 2 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 1

D 1 40 0 1 0

L 1 0 8 0 1

L 1 8 0 1 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

1000

1000

Sections

1 2SPAN 1

Dead+

Own W

Live

38.00

2.00

78.00

10.00

Beam Elevation

SheetJob Number

Job Title

Client





KTP/62/13



HT T&T SEP 2015

Elastic Deflections (Alternate spans loaded) Def max = .0063mm @ 1.00m

.00600

.00500

.00400

.00300

.00200

.00100

.10

0

.20

0

.30

0

.40

0

.50

0

.60

0

.70

0

.80

0

.90

0

1.0

0

1.1

0

1.2

0

1.3

0

1.4

0

1.5

0

1.6

0

1.7

0

1.8

0

1.9

0

2.0

0

Deflection, Shear, Moment and Steel diagrams. Span 1

Long-term Deflections (All spans loaded - using required reinforcement) Def max = .0193mm @ 1.00m

.01500

.01000

.00500

.10

0

.20

0

.30

0

.40

0

.50

0

.60

0

.70

0

.80

0

.90

0

1.0

0

1.1

0

1.2

0

1.3

0

1.4

0

1.5

0

1.6

0

1.7

0

1.8

0

1.9

0

2.0

0

SHEAR: X-X V max = -90.80kN @ 2.00m

-80.0

-60.0

-40.0

-20.0

20.0

40.0

60.0

80.0

.10

0

.20

0

.30

0

.40

0

.50

0

.60

0

.70

0

.80

0

.90

0

1.0

0

1.1

0

1.2

0

1.3

0

1.4

0

1.5

0

1.6

0

1.7

0

1.8

0

1.9

0

2.0

0

MOMENTS: X-X M max = 51.13kNm @ 1.00m

50.0

40.0

30.0

20.0

10.0

.10

0

.20

0

.30

0

.40

0

.50

0

.60

0

.70

0

.80

0

.90

0

1.0

0

1.1

0

1.2

0

1.3

0

1.4

0

1.5

0

1.6

0

1.7

0

1.8

0

1.9

0

2.0

0

Shear Steel: X-X Asv max = .9995mm²/mm @ 0.00m

.200

.400

.600

.800

1.00

.10

0

.20

0

.30

0

.40

0

.50

0

.60

0

.70

0

.80

0

.90

0

1.0

0

1.1

0

1.2

0

1.3

0

1.4

0

1.5

0

1.6

0

1.7

0

1.8

0

1.9

0

2.0

0

Bending Steel: X-X As max = 145.4mm2 @ 1.00m

140

120

100

80.0

60.0

40.0

20.0

.10

0

.20

0

.30

0

.40

0

.50

0

.60

0

.70

0

.80

0

.90

0

1.0

0

1.1

0

1.2

0

1.3

0

1.4

0

1.5

0

1.6

0

1.7

0

1.8

0

1.9

0

2.0

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 : B4B7-1000X1000

Data File : F:\TEONG\data\[NTFS]\TEONG FILES\MY WORK\KTP CONSULTANTS PTE LTD\2013\ROBINSON TOWER\ST05-B06-B01\B04 RC Beam\B4B7.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 13.21 20.76 0.00 59.03

0.500 23.42 36.92 0.00 104.97

0.750 30.00 47.40 0.00 134.78

1.000 32.33 51.13 0.00 145.40

1.250 30.00 47.40 0.00 134.78

1.500 23.42 36.92 0.00 104.97

1.750 13.21 20.76 0.00 59.03

2.000 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 58.00 90.80 4625.00 0.00 1.00

0.250 47.25 74.55 2690.02 0.00 1.00

0.500 34.00 54.00 1345.01 0.00 1.00

0.750 18.25 29.15 896.67 0.00 1.00

1.000 0.00 0.00 672.50 0.00 1.00

1.250 -29.15 -18.25 896.67 0.00 1.00

1.500 -54.00 -34.00 1345.01 0.00 1.00

1.750 -74.55 -47.25 2690.02 0.00 1.00

2.000 -90.80 -58.00 4625.00 0.00 1.00

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

COLUMN REACTIONS

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

1 58.00 6.00 64.00 90.80

2 58.00 6.00 64.00 90.80

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

COLUMN MOMENTS (Ultimate limit state)

Columns below

Support Bending Moment(kNm) Shear Force (kN)

No. Min. Max. Min. Max.

SheetJob Number

Job Title

Client





KTP/62/13



HT T&T SEP 2015

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 0.00 0.00

0.500 0.00 0.00

0.750 0.01 0.01

1.000 0.01 0.01

1.000 0.01 0.01

1.250 0.01 0.01

1.500 0.00 0.00

1.750 0.00 0.00

2.000 0.00 0.00

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

LONGTERM DEFLECTIONS (All spans loaded - positive downward)

Symbols: DS : Shrinkage deflection.

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 0.00 0.01 0.00 0.01

0.500 0.00 0.01 0.00 0.01

0.750 0.00 0.02 0.00 0.02

1.000 0.00 0.02 0.00 0.02

1.000 0.00 0.02 0.00 0.02

1.250 0.00 0.02 0.00 0.02

1.500 0.00 0.01 0.00 0.01

1.750 0.00 0.01 0.00 0.01

2.000 0.00 0.00 0.00 0.00

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

QUANTITIES

Section Area(m²)

1 1.000

SheetJob Number

Job Title

Client





KTP/62/13



HT T&T SEP 2015

Total weight of beam = 48.00 kN

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

COLUMN REACTIONS

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

1 58.00 6.00 64.00 90.80

2 58.00 6.00 64.00 90.80

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

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

b4b7

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