36nvb6

Continuous Beam: 36NVB6-300X650 (Code of Practice : CP65 - 1999) C0130/10/2015 3:56:43 PM

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)

354604600D40401.41.624252300E-6

SecNo.

Bw (mm)

D (mm)

Bf-top (mm)

Hf-top (mm)

Bf-bot (mm)

Hf-bot (mm)

Y-offset (mm)

Web offset

Flangeoffset

1 300 650

SpanNo

SectionLength(m)

Sec NoLeft

Sec NoRight

1 6.4 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 16 16 L 1 8 8 D 1 0 33 0 2.7 D 1 33 0 2.7 2.7 L 1 0 6 0 2.7 L 1 6 0 2.7 2.7 D 1 12 12 L 1 2 2

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]

KTP/10/13NEW FUTURAM/s KTP CONSULATNTS PTE LTDHT T&T OCT 2015

SECTION 1

300

650

Sections

1 2SPAN 1

Dead+Own W

Live

32.68

10.00

65.68

16.00

32.68

10.00

Beam Elevation

SheetJob Number

Job Title

Client




Elastic Deflections (Alternate spans loaded) Def max = 7.592mm @ 3.20m

7.006.005.004.003.002.001.00

.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

6.20

6.40

Deflection, Shear, Moment and Steel diagrams. Span 1

Long-term Deflections (All spans loaded - using required reinforcement) Def max = 24.17mm @ 3.20m

20.0

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

6.20

6.40

SHEAR: X-X V max = 284.7kN @ 0.00m

-200

-100

100

200

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

6.20

6.40

MOMENTS: X-X M max = 482.9kNm @ 3.20m

400

300

200

100

.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

6.20

6.40

Shear Steel: X-X Asv max = .3229mm/mm @ 1.00m

.050

.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

6.20

6.40

Bending Steel: X-X As max = 2374 mm2 @ 3.20m

2000

1500

1000

500

.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

6.20

6.40

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 : 36NVB6-300X650 Data File : C:\Users\T&TECLLP\Desktop\36TH STY\N36VB6.C01 Date/Time : 30/10/2015 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 37.97 69.19 0.00 298.35 0.500 73.70 134.20 0.00 578.67 0.750 107.01 194.71 0.00 848.16 1.000 137.71 250.39 0.00 1112.69 1.250 165.60 300.91 0.00 1363.27 1.500 190.49 345.96 0.00 1596.29 1.750 212.19 385.22 0.00 1807.67 2.000 230.52 418.35 0.00 1992.88 2.250 245.27 445.05 0.00 2147.10 2.500 256.26 464.97 0.00 2265.42 2.700 262.22 475.83 0.00 2331.10 2.950 266.03 482.87 0.00 2374.20 3.200 265.92 482.88 0.00 2374.31 3.450 262.08 476.20 0.00 2333.40 3.700 254.72 463.14 0.00 2254.42 3.950 244.01 444.02 0.00 2141.10 4.200 230.16 419.17 0.00 1997.55 4.450 213.34 388.91 0.00 1828.01 4.700 193.76 353.57 0.00 1636.61 4.950 171.60 313.46 0.00 1427.21 5.200 147.05 268.91 0.00 1203.32 5.400 125.83 230.29 0.00 1015.88 5.650 97.43 178.51 0.00 773.25 5.900 67.00 122.86 0.00 529.78 6.150 34.52 63.36 0.00 273.21 6.400 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)

0.000 156.09 284.71 866.11 0.00 0.30 0.250 147.53 268.62 345.13 0.00 0.30 0.500 138.22 251.25 215.21 0.15 0.30 0.750 128.14 232.58 162.97 0.29 0.30 1.000 117.30 212.62 133.80 0.32 0.30 1.250 105.69 191.37 117.36 0.30 0.30 1.500 93.32 168.83 123.70 0.18 0.30 1.750 80.18 144.99 128.93 0.07 0.30 2.000 66.28 119.87 133.19 0.00 0.30

SheetJob Number

Job Title

Client




2.250 51.62 93.45 136.54 0.00 0.30 2.500 36.19 65.74 139.01 0.00 0.30 2.700 23.30 42.65 140.34 0.00 0.30 2.950 7.26 13.90 141.20 0.00 0.30 3.200 -13.55 -8.01 141.20 0.00 0.30 3.450 -39.71 -22.52 140.38 0.00 0.30 3.700 -64.57 -36.27 138.78 0.00 0.30 3.950 -88.15 -49.25 136.42 0.00 0.30 4.200 -110.43 -61.47 133.30 0.00 0.30 4.450 -131.42 -72.92 129.41 0.01 0.30 4.700 -151.12 -83.61 124.73 0.11 0.30 4.950 -169.53 -93.54 119.16 0.21 0.30 5.200 -186.65 -102.70 114.45 0.30 0.30 5.400 -199.41 -109.49 129.81 0.29 0.30 5.650 -214.85 -117.66 158.02 0.23 0.30 5.900 -230.29 -125.83 208.97 0.09 0.30 6.150 -245.73 -134.00 335.68 0.00 0.30 6.400 -261.17 -142.17 866.11 0.00 0.30

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COLUMN REACTIONS

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

1 156.09 41.37 197.45 284.71 2 142.17 38.83 181.00 261.17

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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

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ELASTIC DEFLECTIONS (Alternate spans loaded - positive downward)

Modulus of elasticity: Ec = 20 + fcu/5 = 27.0 Gpa

SPAN 1

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

0.000 0.00 0.00 0.250 0.75 0.94 0.500 1.48 1.87 0.750 2.19 2.76

SheetJob Number

Job Title

Client




1.000 2.86 3.60 1.250 3.48 4.39 1.500 4.06 5.12 1.750 4.58 5.77 2.000 5.03 6.34 2.250 5.40 6.81 2.500 5.69 7.18 2.700 5.86 7.39 2.700 5.86 7.39 2.950 5.98 7.55 3.200 6.02 7.59 3.200 6.02 7.59 3.450 5.96 7.52 3.700 5.81 7.33 3.950 5.58 7.04 4.200 5.27 6.65 4.450 4.88 6.16 4.700 4.42 5.58 4.950 3.90 4.92 5.200 3.32 4.19 5.400 2.82 3.56 5.400 2.82 3.56 5.650 2.15 2.72 5.900 1.45 1.84 6.150 0.73 0.93 6.400 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 0.39 2.57 0.37 3.33 0.500 0.77 5.05 0.71 6.53 0.750 1.12 7.38 1.03 9.53 1.000 1.44 9.53 1.33 12.29 1.250 1.73 11.48 1.59 14.79 1.500 1.98 13.22 1.82 17.02 1.750 2.20 14.73 2.02 18.96 2.000 2.39 16.02 2.19 20.60 2.250 2.54 17.07 2.33 21.94 2.500 2.66 17.87 2.43 22.96 2.700 2.73 18.34 2.50 23.56 2.700 2.73 18.34 2.50 23.56 2.950 2.78 18.70 2.54 24.02 3.200 2.80 18.81 2.56 24.17 3.200 2.80 18.81 2.56 24.17 3.450 2.78 18.67 2.55 24.00 3.700 2.72 18.29 2.50 23.51 3.950 2.63 17.66 2.42 22.71 4.200 2.51 16.79 2.31 21.60 4.450 2.35 15.68 2.16 20.19 4.700 2.15 14.34 1.99 18.48

SheetJob Number

Job Title

Client




4.950 1.93 12.77 1.78 16.48 5.200 1.66 10.99 1.54 14.20 5.400 1.43 9.42 1.33 12.18 5.400 1.43 9.42 1.33 12.18 5.650 1.11 7.29 1.04 9.44 5.900 0.76 4.98 0.71 6.46 6.150 0.39 2.53 0.37 3.29 6.400 -0.00 0.00 0.00 0.00

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QUANTITIES

Section Area(m) 1 0.195

Total weight of beam = 29.95 kN =====================================================================

SheetJob Number

Job Title

Client




36nvb6

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