2200-2006(+A1)

AS 2200—2006 2200—2006 (Incorporating Amendment No. 1) A S 2 2 0 0 — 2 0 0 6

Australian Standard

) d e t n i r p n e h w d e e t n a r a u g t o n y c n e r r u c t n e m u c o D ( 5 1 0 2 g u A 4 2 n o Y E N D Y S Y G O L O N H C E T F O Y T I S R E V I N U y b d e s s e c c A

®

Design charts for water supply and sewerage

This Australian Standard® Standard® was prepared by Committee Committee PL-045, Plastics Pipe Systems Test Test and Calculation Methods. It was approved on behalf of the Council of Standards Australia on 13 October 2005. This Standard was published on 16 January 2006.

The following are represented represented on Committee PL-045: • • • • • • • • • •


•

Australian Chamber of Commerce and Industry Australian Nuclear Science Science and Technology Organisation CSIRO Manufacturing and Infrastructure Technology Certification Interests (Australia) Energy Networks Association Engineers Australia Master Plumbers, Gasfitters and Drainlayers New Zealand New Zealand Water and Waste Association Plastics Industry Pipe Association of Australia Plastics New Zealand Water Services Association of Australia

This Standard was issued in draft draft form for comment comment as DR 00340. Standards Australia wishes to acknowledge the participation of the expert individuals that contributed to the development of this Standard through their representation on the Committee and through the public comment period.

Australian Standards® are are living documents documents that reflect progress in in science, technology and and systems. To maintain their currency, all Standards are periodically reviewed, and new editions are published. Between editions, amendments may be issued. Standards may also be withdrawn. It is important that readers assure themselves they are using a current Standard, which should include any amendments that may have been published since the Standard was published. Detailed information about Australian Standards, drafts, amendments and new projects can be found by visiting Standards Australia welcomes suggestions for improvements, and encourages readers to notify us immediately of any apparent inaccuracies or ambiguities. Contact us via email at , or write to Standards Australia, GPO Box 476, Sydney, NSW 2001.

AS 2200—2006 (Incorporating Amendment No. 1)

Australian Standard


®

Design charts for water supply and sewerage

First published 1978. Reprinted 1982. Second edition 2006. Reissued incorporating Amendment No. 1 (April 2009).

COPYRIGHT

© Standards Australia All rig hts are res erv ed. No par t o f t his wor k m ay be rep rod uce d o r c opie d i n a ny for m o r b y any means, electronic or mechanical, including photocopying, without the written permission of the publisher. Published by Standards Australia GPO Box 476, Sydney, NSW 2001, Australia ISBN 0 7337 7084 3

AS 2 200— 2006

2

PREFACE

This Standard was prepared by the Australian members of the Joint Standards Australia/Standards New Zealand Committee, PL-045, Plastics pipe systems test and calculation methods to supersede AS 2200—1978. This Standard incorporates Amendment No. 1 (April 2009). The changes required by the Amendment are indi cated in the text by a marginal bar and amendment number against the clause, note, table, figure or part thereof affected. After consultation with Stakeholders in both countries, Standards Australia and Standards New Zealand decid ed to develop this Standard as an Australian, rather than an Australian/New Zealand Standard. The objective of this Standard is to provide designers of pipelines for the conveyance of water and sewerage, with a set of charts and mathematical formulae for the determination of flow characteristics. The terms ‘normative’ and ‘informative’ have been used in this Standard to define the application of the appendix to which they apply. A ‘normative’ appendix is an integral part of a Standard, whereas an ‘informative’ appendix is only for information and guidance. ) d e t n i r p n e h w d e e t n a r a u g t o n y c n e r r u c t n e m u c o D ( 5 1 0 2 g u A 4 2 n o Y E N D Y S Y G O L O N H C E T F O Y T I S R E V I N U y b d e s s e c c A

Statements expressed in mandatory terms in notes to tables and figures are deemed to be requirements of this Standard. Other notes are for information and guidance only.

3

AS 2 200— 2006

CONTENTS

Page FOREWORD.............................................................................................................................. 4 1

SCOPE........................................................................................................................ 5

2

DERIVATION OF CHARTS...................................................................................... 5

3

HYDRAULIC DESIGN OF PIPES—COLEBROOK-WHITE FORMULA................ 6

4

HYDRAULIC DESIGN OF PIPES—MANNING FORMULA .................................. 6

5

DEPTH/FLOW CHARACTERISTICS OF PIPES PART FULL ................................ 6

6

RESISTANCE AND ROUGHNESS COEFFICIENTS............................................... 6

APPENDIX A EXAMPLES—COLEBROOK-WHITE CHARTS ......................................... 22


AS 2 200— 2006

4

FOREWORD

The pipe-flow charts in this Standard are based on the Manning formula and the Colebrook-White formula. These two formulae were chosen as they represent those most commonly used for pipeline design in Australia. Designers will need to make their own choice as to which formula they wish to adopt. It must be realized that the charts and formulae on which they are based may have limitations on the range of v elocities, diameters and roughness coefficients to be used. They may be inaccurate particularly where the parameters used are outside the conditions upon which the formulas were originally based. A guide to roughness coefficients for various pipe materials is given in Table 2. The Colebrook-White formula is regarded by many hydraulic design experts throughout the world as the most accurate basis for hydraulic design. It has had ample experimentation confirmation over wide conditions of flow.


AS 2 200— 2006

5

STANDARDS AUSTRALIA

Australian Standard Design charts for water supply and sewerage 1

SCOPE

This document provides design charts for the flo w of liquid through pipes and fittings based upon surface roughness, diameter, velocity and hydraulic gradient. The resistance coefficients of fittings are also included. The use of computer spreadsheets and programmable calculators has allowed the determination of pipe flow and head loss to be made without the use of charts. Where the unknown factor is the hydraulic gradient, this can be determined either by successive approximation using the Colebrook-White formula or by use of Moody’s approximation to the Colebrook-White transition formula. ) d e t n i r p n e h w d e e t n a r a u g t o n y c n e r r u c t n e m u c o D ( 5 1 0 2 g u A 4 2 n o Y E N D Y S Y G O L O N H C E T F O Y T I S R E V I N U y b d e s s e c c A

Therefore the charts provided in this document are for approximate evaluations only. For critical calculations the mathematical formulae must be used. 2 2.1

DERIVATION OF CHARTS Formulae

The design charts are based on the following formulae: (a)

Manning: V

1 =

R

0.67

S

0.5

n

or V

(b)

0.3950 =

D

0.67

S

0.5

n

Colebrook-White:

V = −(32 gRS )

0 .5

 k

  0.5   14.8 R R (32 gRS ) 

log

+

1.255v

or V = −2(2 gDS )

0.5

 k 2.51v   +  3.7 D D(2 gDS )0.5   

log

where

ww w.s tan dard s.o rg. au

n

=

Manning roughness coefficient

k

=

Colebrook-White roughness coefficient, in metres

V

=

velocity, in metres per second

R

=

hydraulic radius, in metres, ( = D/4 for circular pipes)

D

=

circular cross-section pipe, inside diameter, in metres

S

=

slope, in metres per metre © Standards

Australia

AS 2 200— 2006

6

g ν

=

gravitational acceleration, in metres per second squared

=

kinematic viscosity of water, in square metres per second.

2.2 Kinematic viscosity of water at various temperatures

The kinematic viscosities for water at v arious temperatures given in Table 1 allow designers to evaluate the effects of water at various temperatures. TABLE 1 KINEMATIC VISCOSITY v BETWEEN 0°C and 50°C Temperatur e °C


Kinematic viscosity ν m 2/s

0 4 5

1.79 × 10 -6 1.57 × 10 -6 1.53 × 10 -6

10 15 20

1.31 × 10 -6 1.14 × 10 -6 1.01 × 10 -6

25 30 35

8.95 × 10 -7 8.03 × 10 -7 7.25 × 10 -7

40 45 50

6.58 × 10 -7 5.95 × 10 -7 5.40 × 10 -7

NOT ES: 1

The Colebrook-White charts have been drawn for a water temperature of 20°C. Although the temperature of water and sewage varies between seasons and also between localities, 20°C is considered to be a suitable mean value for Australian conditions. A temperature correction table has not been included because the increase or decrease in discharge due to temperature variations is small. In fact an increase or decrease in temperature of 10°C will vary the discharge by only about 3 percent.

2

Diameters given on the various charts represent internal diameters of pipes. Designers should therefore ensure that, when using the charts, actual internal diameters are applied, and not the ‘nominal size’ from the various Australian standards for pipes.

3

Examples of the use of the Colebrook-White formula charts are given in Appendix A. For some other charts, an example is given below the chart.

3 HYDRAULIC DESIGN OF PIPES—COLEBROOK-WHITE FORMULA

Charts 1 to 11 are based upon the Colebrook-White formula and assume the pipes are flowing full, with water at 20°C. 4 HYDRAULIC DESIGN OF PIPES—MANNING FORMULA

Chart 12 is based upon the Manning formula for pipes flowing f ull. 5 DEPTH/FLOW CHARACTERISTICS OF PIPES PART FULL

The relationship between proportional depth, velocity and discharge is giv en in Chart 13. 6 RESISTANCE AND ROUGHNESS COEFFICIENTS

A guide to resistance coefficients of valves and fittings is given in Chart 14. A guide to roughness coefficients for various pipe materials is giv en in Table 2.

©

Standards Australia

www.standards.org.au

7


CHART 1


AS 2 200— 2006

COLEBROOK-WHITE FORMULA WITH k = 0.003 mm

© Standards

Australia

AS 2 200— 2006


8

CHART 2

©

Standards Australia



9

AS 2 200— 2006

A1


CHART 3



© Standards

Australia

AS 2 200— 2006


10

CHART 4

©

Standards Australia



11


CHART 5


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© Standards

Australia

AS 2 200— 2006


12

CHART 6

©

Standards Australia



13


CHART 7


AS 2 200— 2006


© Standards

Australia

AS 2 200— 2006


14

CHART 8

©

Standards Australia



15


CHART 9


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© Standards

Australia

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CHART 10

©

Standards Australia



17


CHART 11


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Australia

AS 2 200— 2006


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NOTE: n = 0.012 use the hydraulic gradient scale at right of chart. For values of n other than 0.012 use the inverted hydraulic gradient scale at left of chart by drawing a straight line from the hydraulic gradient scale for n = 0.012 through the appropriate value on the values of n scale (see Example 2). Examples: 1. Given Find: 2. Given Find:

n = 0.012; Q = 20 L/s; Hydraulic gradient = 0.4 percent D = 192 mm; V = 0.69 m/s. n = 0.010; Q = 500 L/s; Hydraulic gradient = 0.5 percent D = 572 mm; V = 1.93 m/s. CHART 12

©

Standards Australia

MANNING FORMULA WITH D = 60 mm to 2000 mm


AS 2 200— 2006

19


LEGEND: = = =

Q Q0 V

Example: Given:

Part-full discharge Full flow discharge Part-full velocity

V 0

Q 0 = 100 L/s

Then from above chart: Proportional depth = d = d = Also: Proportional velocity = ∴ V = V =

Hydraulic gradient = 0.8 percent k = 0.6 mm From Chart 8: D = 300 mm V 0 = 1.41 m/s.

Als o g ive n

Q = 43 L/s Q / Q 0 = 0.43

CHART 13

d D

= = =

Full flow velocity Depth of flow Internal pipe diameter

0.46 0.46 × 300 138 mm 0.96 0.96 × 1.41 1.35 m/s

PROPORTIONAL VELOCITY AND DISCHARGE IN PART-FULL CIRCULAR SECTIONS


© Standards

Australia

AS 2 200— 2006


20

NOTES: 1

To obtain approximate head loss in g = acceleration due to gravity in m/s 2).

2

All valves fully open unless otherwise indicated.

3

See Appendix A, Example 3 for an example of calculations.

4

Brackets signify a range of values. CHART

©

Standards Australia

14

metres

multiply

k by

V 2 /2 g (V =

velocity

in

m/s,

RESISTANCE COEFFICIENTS OF VALVES AND FITTINGS


AS 2 200— 2006

21

TABLE

2

GUIDE TO ROUGHNESS COEFFICIENTS FOR PIPES CONCENTRICALLY JOINTED AND CLEAN

Roughness coefficient Type of pipe


Asbestos cement Bitumen-lined concrete Spun bitumen-lined steel Brass Cast iron (unlined) Cement-mortar lined (in-situ) Coal-tar enamel lined steel Concrete, centrifugally spun Copper Zinc-coated (galvanized) steel Thermoplastics Thermosetting plastics Vitrified clay Fibre cement Ductile iron, bitumen lined Ductile iron and steel, cement mortar lined with or without seal coats Ductile iron and steel, epoxy lined Steel, polyethylene lined

Colebrook-White k , mm

Manning

0.015 — 0.06 0.06 — 0.15 0.03 — 0.06 0.003 — 0.015 0.15 —0.6 0.03 — 0.15 0.03 — 0.15 0.03 — 0.15 0.003 — 0.15 0.03 — 0.15 0.003 — 0.015 0.003 — 0.015 0.15 — 0.6 0.015 — 0.06 0.06 — 0.3 0.01 — 0.06

0.008 — 0.011 0.009 — 0.012 0.009 — 0.010 0.008 — 0.009 0.010 — 0.013 0.009 — 0.012 0.009 — 0.011 0.009 — 0.012 0.008 — 0.009 0.009 — 0.011 0.008 — 0.009 0.008 — 0.009 0.010 — 0.013 0.008 — 0.009 0.009 — 0.012 0.006 — 0.011

0.01 — 0.03 0.003 — 0.015

0.006 — 0.009 0.008 — 0.009

n

NOT ES: 1 The values of k above are given in millimetres. The form of the Colebrook-White formula given in Clause 2.1 Item (b) uses k in metres, thus a factor of 10 -3 should be applied to the above values before substitution in the formula. 2 The values in the Table show a range of roughness coefficients. The lower value in the range represents the expected value for clean, new pipes laid straight. Where there are angular deflections at joints the initial roughness coefficients will be higher. Other factors that will also influence the roughness coefficient are listed below. The higher value in the range represents the typical maximum expected for the product. It cannot be an absolute maximum, as the factors detailed below can lead to even higher roughness values in some circumstances. In particular, higher values can arise from the formation of slimes on the pipe wall. This can occur with all pipe products, and is more a function of the fluid being conveyed than the particular pipe product used. Recommendations on the appropriate roughness coefficient for a particular fluid may be obtained from the pipe supplier. Specific factors that may increase the roughness coefficient are: (a) Biological growths and other obstructions. (b) Slime deposits, incrustations, detritus and other debris. (c) Deterioration of unlined ferrous surfaces, hence bore diminished by oxide formations. (d) Irregularities at joints, such as— (i) eccentricity; (ii) abrupt decrease of diameter; (iii) protrusions of mortar or other jointing materials; and (iv) inadequate closure, especially if this has permitted tree roots to enter. (e) Amount and size of solids being transported. (f) Disturbances of flow from branches, especially in sewers. 3 Modern water supply pipes with rubber-ring joints and anti-corrosive linings tend to be unaffected by most of the factors in Note 2, although slimes and similar growths occur in certain conditions, e.g. Manning’s n up to 0.018 has been measured on slime-coated steel water pipes. 4 Elastomeric seal joints are commonly used in sewerage systems today, so Note 2(d) above is applicable mainly in the study of older lines. Note 2(c) would be extremely rare but the factors 2(a), 2(b) and 2(f) may combine to have a large influence, modified often by cleaning and maintenance. After consideration of all these factors, the original surface of pipes may be of little consequence. 5 In the choice of friction coefficients to suit an infinite variety of circumstances, educated engineering judg ement is of pri me imp ortanc e. ww w.s tan dard s.o rg. au

© Standards

Australia

AS 2 200— 2006

22

APPENDIX A EXAMPLES—COLEBROOK-WHITE CHARTS

(Informative) A1

EXAMPLE 1

A concrete pipe (centrifugally spun) is required to discharge 900 L/s when laid at a gradient of 1 in 430. Calculate the size needed. Data: Q

= 900 L/s

Hydraulic gradient

= 1 in 430 = 0.23 percent

k

= 0.06 mm (from Table 6.1)

On Chart 5 for k = 0.06 mm read Q = 900 L/s on the left hand scale and hydraulic gradient 0.23 percent on the top scale. The intersection of inclined lines for these values gives— ) d e t n i r p n e h w d e e t n a r a u g t o n y c n e r r u c t n e m u c o D ( 5 1 0 2 g u A 4 2 n o Y E N D Y S Y G O L O N H C E T F O Y T I S R E V I N U y b d e s s e c c A

A2

Velocity

= 1.71 m/s (bottom scale)

Diameter

= 820 mm (right hand scale).

EXAMPLE 2

A UPVC pressure pipe is required to discharge 100 L/s. If the diameter is 3 00 mm, determine the head loss due to friction in the pipe. Data: Q

= 100 L/s

D

= 300 mm

k

= 0.015 mm (from Table 2)

On Chart 3 for k = 0.015 read Q = 100 L/s on the left hand scale and D = 300 mm on the right hand scale. The intersection of lines for these values gives— Velocity

= 1.41 m/s (bottom scale)

Hydraulic gradient

= 0.48 percent (top scale).

The head loss due to friction is 0.48 m per 100 m of pipe length. A3

EXAMPLE 3

A pump is required to lift 35 L/s of water from reservoir A to tank B (see Figure A1). Water levels as shown in the figure are assumed constant. Calculate all head losses and determine total dynamic head for pump.

©

Standards Australia


AS 2 200— 2006

23

FIGURE A1

PUMP OPERATION

HEAD LOSSES IN PIPELINE 1. ) d e t n i r p n e h w d e e t n a r a u g t o n y c n e r r u c t n e m u c o D ( 5 1 0 2 g u A 4 2 n o Y E N D Y S Y G O L O N H C E T F O Y T I S R E V I N U y b d e s s e c c A

150 mm ductile iron pipe; total length L = 80 m; k = 0.06 mm (from Table 2) From Chart 5: V = 2 m/s; V 2/2 g = 0.2 m Head loss = 2.9 m/100 m

2.

Head loss for 80 m

= 2.32 m

200 mm ductile iron pipe; total length L = 40 m; k = 0.06 mm (from Table 2) From Chart 5: V = 1.1 m/s; V 2/2 g = 0.06 m Head loss = 0.55 m/100 m

Head loss for 40 m

= 0.22 m

Total head loss for pipeline

= 2.54 m

HEAD LOSSES IN VALVES AND FITTINGS 3. 4. 5. 6. 7. 8. 9. 10.

Square inlet: k = 0.5 150 mm elbow, medium radius; k = 0.6 150 mm gate valve, fully open; k = 0.2 Swing check valve, fully open; k = 1.3 150 mm gate valve, 50% pen; k = 2.4 Sudden enlargement, d / D = 0.75; k = 0.2 200 mm elbow, long radius; k = 0.3 Pipe outlet; k = 1.0

Head loss = 0.5

×

0.2

= 0.10 m

Head loss = 0.6

×

0.2

= 0.12 m

Head loss = 0.2

×

0.2

= 0.04 m

Head loss = 1.3

×

0.2

= 0.26 m

Head loss = 2.4

×

0.2

= 0.48 m

Head loss = 0.2

×

0.2

= 0.04 m

Head loss = 0.3

×

0.06

= 0.02 m

Head loss = 1.0

×

0.06

= 0.06 m

Total head loss for valves and fittings

= 1.12 m

Elevation difference

= 6.00 m

TOTAL DYNAMIC HEAD FOR PUMP


= 9.66 m

© Standards

Australia

AS 2 200— 2006

24

AMENDMENT CONTROL SHEET AS 2200—2006

Amendment No. 1 (2009)

CORRECTION SUMMARY: This

Amendment applies to Chart 3.

Published on 30 April 2009.


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