3B6

Continuous Beam: 3B6-7 300X400 (Code of Practice : Eurocode 2 - 2004) C0118/8/2015 11:59:41 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 3 1 12 3 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)1 1000 200 8 2 600 600 8 3 C

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

D 2 4.2 4.2 30 3 L 2 0.75 0.75 3 3 D 2 30 3 L 2 3 3

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 2 3SPAN 1

Dead+Own W

Live

7.08

0.75

SPAN 2

60.00

6.00

Beam Elevation

SheetJob Number

Job Title

Client




Elastic Deflections (Alternate spans loaded) Def max = 19.72mm @ 6.00m

15.0

10.0

5.00

.20

0

.40

0

.60

0

.80

0

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

Deflection, Shear, Moment and Steel diagrams. Spans 1,2

Long-term Deflections (All spans loaded - using required reinforcement) Def max = 68.12mm @ 6.00m

60.050.040.030.020.010.0

.20

0

.40

0

.60

0

.80

0

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

SHEAR: X-X V max = 122.0kN @ 3.00m

-40.0-20.0

20.040.060.080.0100 120

.20

0

.40

0

.60

0

.80

0

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

MOMENTS: X-X M max = -318.1kNm @ 3.00m

-50.0-100

-150-200-250-300

.20

0

.40

0

.60

0

.80

0

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

Shear Steel: X-X Asv max = .3466mm/mm @ 3.00m

.050

.100

.150

.200

.250

.300

.350

.20

0

.40

0

.60

0

.80

0

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

Bending Steel: X-X As max = -2423mm2 @ 3.00m

500

-500

-1000

-1500

-2000

-2500

.20

0

.40

0

.60

0

.80

0

1.00

1.20

1.40

1.60

1.80

2.00

2.20

2.40

2.60

2.80

3.00

3.20

3.40

3.60

3.80

4.00

4.20

4.40

4.60

4.80

5.00

5.20

5.40

5.60

5.80

6.00

SheetJob Number

Job Title

Client




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

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

Title : 3B6-7 300X400 Data File : C:\Users\T&TECLLP\Desktop\RC BEAM\3B6-7.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 25.33 29.77 0.00 193.99 0.250 19.85 22.87 0.00 148.32 0.500 13.71 15.37 0.00 99.19 0.750 6.90 7.47 0.00 47.95 1.000 -1.42 -0.57 9.09 0.00 1.250 -10.71 -8.71 68.92 0.00 1.500 -20.60 -17.53 133.41 0.00 1.750 -31.09 -27.00 202.76 0.00 2.000 -42.17 -37.15 277.16 0.00 2.250 -53.85 -47.97 356.88 0.00 2.500 -66.13 -59.45 442.19 0.00 2.750 -79.31 -71.60 535.54 0.00 3.000 -93.16 -84.41 635.86 0.00

SPAN 2

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

0.000 -318.07 -286.01 2422.54 642.01 0.250 -287.90 -258.89 2205.63 425.10 0.500 -258.38 -232.37 1993.53 213.00 0.750 -229.54 -206.44 1786.22 5.69 1.000 -201.37 -181.12 1518.61 0.00 1.250 -173.86 -156.39 1274.15 0.00 1.500 -147.02 -132.25 1050.31 0.00 1.750 -120.85 -108.72 843.72 0.00 2.000 -95.34 -85.78 651.90 0.00 2.250 -70.50 -63.44 472.96 0.00 2.500 -46.34 -41.69 305.42 0.00 2.750 -22.83 -20.55 148.09 0.00 3.000 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 -26.41 -20.56 47.74 0.08 0.26 0.250 -28.80 -23.23 47.74 0.08 0.26 0.500 -31.19 -25.90 47.74 0.09 0.26 0.750 -33.58 -28.57 47.74 0.10 0.26 1.000 -35.97 -31.24 47.74 0.10 0.26

SheetJob Number

Job Title

Client




1.250 -38.36 -33.91 47.74 0.11 0.26 1.500 -40.75 -36.58 47.74 0.12 0.26 1.750 -43.39 -39.25 47.74 0.12 0.26 2.000 -46.06 -41.92 47.74 0.13 0.26 2.250 -48.73 -44.59 48.59 0.14 0.26 2.500 -51.40 -47.26 52.19 0.15 0.26 2.750 -54.07 -49.93 55.63 0.15 0.26 3.000 -56.74 -52.60 58.91 0.16 0.26

SPAN 2

Position(m) Minimum Maximum Shear Asv/Sv Asv/Sv(nom) Shear(kN) Shear(kN) Capacity(kN) (mm2/mm) (mm2/mm)

0.000 109.67 122.05 88.55 0.35 0.26 0.250 107.28 119.38 88.55 0.34 0.26 0.500 104.90 116.71 86.22 0.33 0.26 0.750 102.51 114.04 83.12 0.32 0.26 1.000 100.12 111.37 78.74 0.32 0.26 1.250 97.73 108.70 74.27 0.31 0.26 1.500 95.34 106.02 69.63 0.30 0.26 1.750 92.95 103.35 64.73 0.29 0.26 2.000 90.56 100.68 59.40 0.29 0.26 2.250 88.17 98.01 53.37 0.28 0.26 2.500 85.78 95.34 47.74 0.27 0.26 2.750 83.39 92.67 47.74 0.26 0.26 3.000 81.00 90.00 47.74 0.26 0.26

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COLUMN REACTIONS

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

1 -16.50 -1.61 -18.11 -26.41 2 118.98 12.11 131.09 178.79 3 0.00 0.00 0.00 0.00

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

COLUMN MOMENTS (Ultimate limit state)

Columns below

Support Bending Moment(kNm) Shear Force (kN) No. Min. Max. Min. Max.

1 25.33 29.77 4.75 5.58 2 -225.59 -201.60 -42.30 -37.80 3 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 3 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 -0.04 -0.04 0.500 -0.11 -0.09 0.750 -0.19 -0.17 1.000 -0.28 -0.25 1.250 -0.37 -0.32 1.500 -0.44 -0.39 1.500 -0.44 -0.39 1.750 -0.50 -0.44 2.000 -0.52 -0.46 2.250 -0.49 -0.44 2.500 -0.41 -0.37 2.750 -0.25 -0.22 3.000 -0.00 -0.00

SPAN 2

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

0.000 -0.00 -0.00 0.250 0.42 0.46 0.500 1.13 1.24 0.750 2.09 2.31 1.000 3.29 3.63 1.250 4.69 5.17 1.500 6.26 6.90 1.500 6.26 6.90 1.750 7.98 8.80 2.000 9.82 10.82 2.250 11.76 12.96 2.500 13.76 15.17 2.750 15.82 17.43 3.000 17.90 19.72

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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 -0.03 -0.21 -0.02 -0.26 0.500 -0.09 -0.62 -0.05 -0.75 0.750 -0.16 -1.15 -0.08 -1.40 1.000 -0.24 -1.73 -0.12 -2.09 1.250 -0.32 -2.30 -0.16 -2.78 1.500 -0.39 -2.79 -0.20 -3.38

SheetJob Number

Job Title

Client




1.500 -0.39 -2.79 -0.20 -3.38 1.750 -0.43 -3.12 -0.22 -3.77 2.000 -0.44 -3.19 -0.22 -3.85 2.250 -0.40 -2.95 -0.21 -3.56 2.500 -0.32 -2.36 -0.16 -2.84 2.750 -0.19 -1.39 -0.09 -1.67 3.000 0.00 0.00 0.00 0.00

SPAN 2

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

0.000 0.00 0.00 0.00 0.00 0.250 0.24 1.90 0.12 2.25 0.500 0.52 4.39 0.28 5.19 0.750 0.86 7.48 0.46 8.81 1.000 1.26 11.17 0.67 13.11 1.250 1.72 15.43 0.92 18.07 1.500 2.24 20.23 1.19 23.67 1.500 2.24 20.23 1.19 23.67 1.750 2.82 25.55 1.49 29.86 2.000 3.46 31.34 1.81 36.62 2.250 4.15 37.58 2.17 43.89 2.500 4.90 44.20 2.54 51.64 2.750 5.68 51.14 2.94 59.76 3.000 6.49 58.27 3.36 68.12

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

QUANTITIES

Section Area(m) 1 0.120

Total weight of beam = 17.28 kN =====================================================================

SheetJob Number

Job Title

Client




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3B6