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Continuous Beam: 3B29 300X400(3B28,27,26,25) (Code of Practice : Eurocode 2 - 2004) C0118/8/2015 11:42:12 AM

Input Tables

Fcu (MPa)Fy (MPa)Fyv (MPa)% RedistributionDownward/Optimized redistr.Cover to centre top steel(mm)Cover to centre bot.steel(mm)Dead Load FactorLive Load FactorDensity of concrete (kN/m3)% Live load permanent (Creep coefficient)Ecs (Free shrinkage strain)

305005000D40401.351.524252300E-6

SecNo.

Bw (mm)

D (mm)

Bf-top (mm)

Hf-top (mm)

Bf-bot (mm)

Hf-bot (mm)

Y-offset (mm)

Web offset

Flangeoffset

1 300 400

SpanNo

SectionLength(m)

Sec NoLeft

Sec NoRight

1 8 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 4.2 4.2 L 1 0.75 0.75

Span

M left(kNm)

M right(kNm)

SheetJob Number

Job Title

Client

Calcs by Checked by Date

Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]

NSH/28/1518 TUAS AVE 8M/s SH NG CONSULTANTS PTE LTDHT T&T AUGUST 2015

SECTION 1

300

400

Sections

1 2SPAN 1

Dead+Own W

Live

7.08

0.75

Beam Elevation

SheetJob Number

Job Title

Client




Elastic Deflections (Alternate spans loaded) Def max = 10.04mm @ 4.00m

10.0

8.00

6.00

4.00

2.00

.50

0

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

Deflection, Shear, Moment and Steel diagrams. Span 1

Long-term Deflections (All spans loaded - using required reinforcement) Def max = 59.15mm @ 4.00m

60.0

50.0

40.0

30.0

20.0

10.0

.50

0

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

SHEAR: X-X V max = -42.73kN @ 8.00m

-40.0

-20.0

20.0

40.0

.50

0

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

MOMENTS: X-X M max = 85.46kNm @ 4.00m

80.0

60.0

40.0

20.0

.50

0

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

Shear Steel: X-X Asv max = .2629mm/mm @ 0.00m

.050

.100

.150

.200

.250

.50

0

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

Bending Steel: X-X As max = 579.9mm2 @ 4.00m

500

400

300

200

100

.50

0

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

7.50

8.00

SheetJob Number

Job Title

Client




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

Title : 3B29 300X400(3B28,27,26,25) Data File : C:\Users\T&TECLLP\Desktop\RC BEAM\3B29.C01 Date/Time : 18/8/2015 Code of Practice : Eurocode 2 - 2004 =====================================================================

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 9.26 10.35 0.00 66.57 0.500 17.92 20.03 0.00 129.67 0.750 25.99 29.04 0.00 189.16 1.000 33.45 37.39 0.00 244.92 1.250 40.32 45.07 0.00 296.81 1.500 46.60 52.08 0.00 344.69 1.750 52.27 58.42 0.00 388.44 2.000 57.35 64.10 0.00 427.95 2.250 61.83 69.11 0.00 463.09 2.500 65.71 73.45 0.00 493.77 2.750 69.00 77.12 0.00 519.90 3.000 71.69 80.12 0.00 541.39 3.250 73.78 82.46 0.00 558.18 3.500 75.27 84.13 0.00 570.21 3.750 76.17 85.13 0.00 577.45 4.000 76.46 85.46 0.00 579.86 4.250 76.17 85.13 0.00 577.45 4.500 75.27 84.13 0.00 570.21 4.750 73.78 82.46 0.00 558.18 5.000 71.69 80.12 0.00 541.39 5.250 69.00 77.12 0.00 519.90 5.500 65.71 73.45 0.00 493.77 5.750 61.83 69.11 0.00 463.09 6.000 57.35 64.10 0.00 427.95 6.250 52.27 58.42 0.00 388.44 6.500 46.60 52.08 0.00 344.69 6.750 40.32 45.07 0.00 296.81 7.000 33.45 37.39 0.00 244.92 7.250 25.99 29.04 0.00 189.16 7.500 17.92 20.03 0.00 129.67 7.750 9.26 10.35 0.00 66.57 8.000 0.00 0.00 0.00 0.00

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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 38.23 42.73 47.74 0.12 0.26 0.250 35.84 40.06 47.74 0.11 0.26 0.500 33.45 37.39 47.74 0.11 0.26

SheetJob Number

Job Title

Client




0.750 31.06 34.72 47.74 0.10 0.26 1.000 28.67 32.05 47.74 0.09 0.26 1.250 26.28 29.38 47.74 0.08 0.26 1.500 23.89 26.71 48.03 0.08 0.26 1.750 21.51 24.04 49.98 0.07 0.26 2.000 19.12 21.37 51.62 0.06 0.26 2.250 16.73 18.70 53.00 0.05 0.26 2.500 14.34 16.02 54.15 0.05 0.26 2.750 11.95 13.35 55.08 0.04 0.26 3.000 9.56 10.68 55.83 0.03 0.26 3.250 7.17 8.01 56.40 0.02 0.26 3.500 4.78 5.34 56.81 0.02 0.26 3.750 2.39 2.67 57.05 0.01 0.26 4.000 0.00 0.00 57.13 0.00 0.26 4.250 -2.67 -2.39 57.05 0.01 0.26 4.500 -5.34 -4.78 56.81 0.02 0.26 4.750 -8.01 -7.17 56.40 0.02 0.26 5.000 -10.68 -9.56 55.83 0.03 0.26 5.250 -13.35 -11.95 55.08 0.04 0.26 5.500 -16.02 -14.34 54.15 0.05 0.26 5.750 -18.70 -16.73 53.00 0.05 0.26 6.000 -21.37 -19.12 51.62 0.06 0.26 6.250 -24.04 -21.51 49.98 0.07 0.26 6.500 -26.71 -23.90 48.03 0.08 0.26 6.750 -29.38 -26.28 47.74 0.08 0.26 7.000 -32.05 -28.67 47.74 0.09 0.26 7.250 -34.72 -31.06 47.74 0.10 0.26 7.500 -37.39 -33.45 47.74 0.11 0.26 7.750 -40.06 -35.84 47.74 0.11 0.26 8.000 -42.73 -38.23 47.74 0.12 0.26

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COLUMN REACTIONS

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

1 28.32 3.00 31.32 42.73 2 28.32 3.00 31.32 42.73

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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

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

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

SheetJob Number

Job Title

Client




ELASTIC DEFLECTIONS (Alternate spans loaded - positive downward)

Modulus of elasticity: Ec = 20 + fcu/5 = 26.0 Gpa

SPAN 1

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

0.000 0.00 0.00 0.250 0.90 1.00 0.500 1.78 1.97 0.750 2.64 2.91 1.000 3.46 3.83 1.250 4.25 4.70 1.500 5.00 5.53 1.750 5.70 6.31 2.000 6.35 7.03 2.250 6.95 7.68 2.500 7.48 8.27 2.750 7.95 8.79 3.000 8.34 9.22 3.250 8.65 9.57 3.500 8.89 9.83 3.750 9.03 9.98 4.000 9.08 10.04 4.000 9.08 10.04 4.250 9.03 9.98 4.500 8.89 9.83 4.750 8.65 9.57 5.000 8.34 9.22 5.250 7.95 8.79 5.500 7.48 8.27 5.750 6.95 7.68 6.000 6.35 7.03 6.250 5.70 6.31 6.500 5.00 5.53 6.750 4.25 4.70 7.000 3.46 3.83 7.250 2.64 2.91 7.500 1.78 1.97 7.750 0.90 1.00 8.000 0.00 0.00

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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 0.70 5.26 0.36 6.32 0.500 1.38 10.46 0.72 12.56 0.750 2.05 15.48 1.07 18.59 1.000 2.67 20.25 1.40 24.32 1.250 3.26 24.73 1.70 29.69

SheetJob Number

Job Title

Client




1.500 3.80 28.89 1.98 34.66 1.750 4.29 32.70 2.23 39.22 2.000 4.74 36.14 2.45 43.34 2.250 5.13 39.21 2.66 47.00 2.500 5.48 41.89 2.83 50.20 2.750 5.77 44.17 2.98 52.92 3.000 6.01 46.05 3.10 55.16 3.250 6.20 47.51 3.19 56.90 3.500 6.33 48.56 3.26 58.15 3.750 6.41 49.19 3.30 58.90 4.000 6.44 49.40 3.32 59.15 4.000 6.44 49.40 3.32 59.15 4.250 6.41 49.19 3.30 58.90 4.500 6.33 48.56 3.26 58.15 4.750 6.20 47.51 3.19 56.90 5.000 6.01 46.05 3.10 55.16 5.250 5.77 44.17 2.98 52.92 5.500 5.48 41.89 2.83 50.20 5.750 5.13 39.21 2.66 47.00 6.000 4.74 36.14 2.45 43.34 6.250 4.29 32.70 2.23 39.22 6.500 3.80 28.89 1.98 34.66 6.750 3.26 24.73 1.70 29.69 7.000 2.67 20.25 1.40 24.32 7.250 2.05 15.48 1.07 18.59 7.500 1.38 10.46 0.72 12.56 7.750 0.70 5.26 0.36 6.32 8.000 0.00 0.00 0.00 0.00

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QUANTITIES

Section Area(m) 1 0.120

Total weight of beam = 23.04 kN =====================================================================

SheetJob Number

Job Title

Client




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