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AS 22002006(Incorporating Amendment No. 1)
Australian Standard
Design charts for water supply andsewerage
AS22002006
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This Australian Standard was prepared by Committee PL-045, Plastics Pipe Systems 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 on Committee PL-045:
Australian Chamber of Commerce and Industry
Australian Nuclear 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 form for 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.
Keeping Standards up to date
Australian Standards are living documents that reflect progress in science, technology and
systems. To maintain their currency, all Standards are periodically reviewed, and new editionsare 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Standards may also be withdrawn.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 www.standards.org.au
Standards Australia welcomes suggestions for improvements, and encourages readers to
notify us immediately of any apparent inaccuracies or ambiguities. Contact us via email at
[email protected], or write to Standards Australia, GPO Box 476, Sydney, NSW 2001.
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AS 22002006(Incorporating Amendment No. 1)
Australian Standard
Design charts for water supply andsewerage
First published 1978.Reprinted 1982.Second edition 2006.Reissued incorporating Amendment No. 1 (April 2009).
COPYRIGHT
Standards Australia
All rights are reserved. No part o f this work may be reproduced or copied in any form or by
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 3Accessedb
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AS 22002006 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 22001978.
This Standard incorporates Amendment No. 1 (April 2009). The changes required by the
Amendment are indicated 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 decided 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.
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.
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3 AS 22002006
CONTENTS
Page
FOREWORD.............................................................................................................................. 4
1 SCOPE........................................................................................................................ 5
2 DERIVATION OF CHARTS...................................................................................... 5
3 HYDRAULIC DESIGN OF PIPESCOLEBROOK-WHITE FORMULA................ 6
4 HYDRAULIC DESIGN OF PIPESMANNING FORMULA .................................. 6
5 DEPTH/FLOW CHARACTERISTICS OF PIPES PART FULL ................................ 6
6 RESISTANCE AND ROUGHNESS COEFFICIENTS............................................... 6
APPENDIX A EXAMPLESCOLEBROOK-WHITE CHARTS ......................................... 22
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AS 22002006 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 ownchoice 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 velocities, 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.
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5 AS 22002006
www.standards.org.au Standards Australia
STANDARDS AUSTRALIA
Australian Standard
Design charts for water supply and sewerage
1 SCOPE
This document provides design charts for the flow 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 Moodys approximation tothe Colebrook-White transition formula.
Therefore the charts provided in this document are for approximate evaluations only. For
critical calculations the mathematical formulae must be used.
2 DERIVATION OF CHARTS
2.1 Formulae
The design charts are based on the following formulae:
(a) Manning:
5.067.01 SRn
V =
or
5.067.03950.0SD
nV =
(b) Colebrook-White:
( )( )
+=
5.0
5.0
32
255.1
8.14log32
gRSR
v
R
kgRSV
or
( )( )
+=
5.0
5.0
2
51.2
7.3log22
gDSD
v
D
kgDSV
where
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 metreAccessedb
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AS 22002006 6
Standards Australia www.standards.org.au
g = 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 various temperatures given in Table 1 allow designersto evaluate the effects of water at various temperatures.
TABLE 1
KINEMATIC VISCOSITY vBETWEEN 0C and 50C
Temperature C Kinematic viscosity m2/s
0
4
5
1.79 10 -6
1.57 10-6
1.53 10 -6
10
1520
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
NOTES:
1
The Colebrook-White charts have been drawn for a water temperature of 20C.
Although the temperature of water and sewage varies between seasons and also
between localities, 20C 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 10C 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 PIPESCOLEBROOK-WHITE FORMULA
Charts 1 to 11 are based upon the Colebrook-White formula and assume the pipes are
flowing full, with water at 20C.
4 HYDRAULIC DESIGN OF PIPESMANNING FORMULA
Chart 12 is based upon the Manning formula for pipes flowing full.
5 DEPTH/FLOW CHARACTERISTICS OF PIPES PART FULL
The relationship between proportional depth, velocity and discharge is given in Chart 13.
6 RESISTANCE AND ROUGHNESS COEFFICIENTS
A guide to resistance coefficients of valves and fittings is given in Chart 14. A guide toroughness coefficients for various pipe materials is given in Table 2.
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CHART 1 COLEBROOK-WHITE FORMULA WITH k = 0.003 mm
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CHART 2 COLEBROOK-WHITE FORMULA WITH k= 0.006 mm
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CHART 3 COLEBROOK-WHITE FORMULA WITH k= 0.015 mm
A1
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CHART 4 COLEBROOK-WHITE FORMULA WITH k= 0.03 mm
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CHART 5 COLEBROOK-WHITE FORMULA WITH k= 0.06 mm
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CHART 6 COLEBROOK-WHITE FORMULA WITH k= 0.15 mm
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CHART 7 COLEBROOK-WHITE FORMULA WITH k= 0.30 mm
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CHART 8 COLEBROOK-WHITE FORMULA WITH k= 0.60 mm
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CHART 9 COLEBROOK-WHITE FORMULA WITH k= 1.50 mm
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CHART 10 COLEBROOK-WHITE FORMULA WITH k= 3.00 mm
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CHART 11 COLEBROOK-WHITE FORMULA WITH k= 6.00 mm
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AS 22002006 18
Standards Australia www.standards.org.au
NOTE: n= 0.012 use the hydraulic gradient scale at right of chart. For values of nother 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 nscale (see Example 2).
Examples:
1. Given n= 0.012; Q= 20 L/s; Hydraulic gradient = 0.4 percent
Find: D= 192 mm; V= 0.69 m/s.
2. Given n= 0.010; Q= 500 L/s; Hydraulic gradient = 0.5 percent
Find: D= 572 mm; V= 1.93 m/s.
CHART 12 MANNING FORMULA WITH D= 60 mm to 2000 mm
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LEGEND:
Q = Part-full discharge V0 = Full flow velocity
Q0 = Full flow discharge d = Depth of flow
V = Part-full velocity D = Internal pipe diameter
Example:
Given: Q0= 100 L/s Then from above chart:
Hydraulic gradient = 0.8 percent Proportional depth = 0.46
k= 0.6 mm d = 0.46 300
From Chart 8: d = 138 mm
D= 300 mm Also:
V0= 1.41 m/s. Proportional velocity = 0.96
Also given Q= 43 L/s V = 0.96 1.41
Q/Q0= 0.43 V = 1.35 m/s
CHART 13 PROPORTIONAL VELOCITY AND DISCHARGE IN PART-FULL CIRCULAR
SECTIONS
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AS 22002006 20
Standards Australia www.standards.org.au
NOTES:
1 To obtain approximate head loss in metres multiply k by V2/2g (V = velocity in m/s,
g= acceleration due to gravity in m/s2).
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 14 RESISTANCE COEFFICIENTS OF VALVES AND FITTINGS
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TABLE 2
GUIDE TO ROUGHNESS COEFFICIENTS FOR PIPES
CONCENTRICALLY JOINTED AND CLEAN
Roughness coefficient
Type of pipe Colebrook-White
k, mm
Manning
n
Asbestos cement 0.015 0.06 0.008 0.011
Bitumen-lined concrete 0.06 0.15 0.009 0.012
Spun bitumen-lined steel 0.03 0.06 0.009 0.010
Brass 0.003 0.015 0.008 0.009
Cast iron (unlined) 0.15 0.6 0.010 0.013
Cement-mortar lined (in-situ) 0.03 0.15 0.009 0.012
Coal-tar enamel lined steel 0.03 0.15 0.009 0.011
Concrete, centrifugally spun 0.03 0.15 0.009 0.012
Copper 0.003 0.15 0.008 0.009
Zinc-coated (galvanized) steel 0.03 0.15 0.009 0.011
Thermoplastics 0.003 0.015 0.008 0.009Thermosetting plastics 0.003 0.015 0.008 0.009
Vitrified clay 0.15 0.6 0.010 0.013
Fibre cement 0.015 0.06 0.008 0.009
Ductile iron, bitumen lined 0.06 0.3 0.009 0.012
Ductile iron and steel, cement mortar lined with or
without seal coats
0.01 0.06 0.006 0.011
Ductile iron and steel, epoxy lined 0.01 0.03 0.006 0.009
Steel, polyethylene lined 0.003 0.015 0.008 0.009
NOTES:
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 theexpected 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. Mannings 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
judgement is of prime importance.Accessedb
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AS 22002006 22
Standards Australia www.standards.org.au
APPENDIX A
EXAMPLESCOLEBROOK-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
Velocity = 1.71 m/s (bottom scale)
Diameter = 820 mm (right hand scale).
A2 EXAMPLE 2
A UPVC pressure pipe is required to discharge 100 L/s. If the diameter is 300 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.
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FIGURE A1 PUMP OPERATION
HEAD LOSSES IN PIPELINE
1. 150 mm ductile iron pipe; total
lengthL= 80 m; k= 0.06 mm (from Table 2)
From Chart 5: V= 2 m/s;
V2/2g= 0.2 m
Head loss = 2.9 m/100 m Head loss for 80 m = 2.32 m
2. 200 mm ductile iron pipe; total
lengthL= 40 m; k= 0.06 mm (from Table 2)
From Chart 5: V= 1.1 m/s;
V2
/2g= 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. Square inlet: k= 0.5 Head loss = 0.5 0.2 = 0.10 m
4. 150 mm elbow, medium radius;
k= 0.6 Head loss = 0.6 0.2 = 0.12 m
5. 150 mm gate valve, fully open;
k= 0.2 Head loss = 0.2 0.2 = 0.04 m
6. Swing check valve, fully open;
k= 1.3 Head loss = 1.3 0.2 = 0.26 m
7. 150 mm gate valve, 50% pen;
k= 2.4 Head loss = 2.4 0.2 = 0.48 m
8. Sudden enlargement, d/D= 0.75;
k= 0.2 Head loss = 0.2 0.2 = 0.04 m
9. 200 mm elbow, long radius;
k= 0.3 Head loss = 0.3 0.06 = 0.02 m
10. Pipe outlet;
k= 1.0 Head loss = 1.0 0.06 = 0.06 m
Total head loss for valves and fittings = 1.12 m
Elevation difference = 6.00 mTOTAL DYNAMIC HEAD FOR PUMP = 9.66 m
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AS 22002006 24
AMENDMENT CONTROL SHEET
AS 22002006
Amendment No. 1(2009)
CORRECTION
SUMMARY:This Amendment applies to Chart 3.
Published on 30 April 2009.
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Standards Australia
Standards Australia develops Australian Standards and other documents of public benefit and national interest.
These Standards are developed through an open process of consultation and consensus, in which all interested
parties are invited to participate. Through a Memorandum of Understanding with the Commonwealth Government,
Standards Australia is recognized as Australias peak non-government national standards body. Standards Australiaalso supports excellence in design and innovation through the Australian Design Awards.
For further information visit www.standards.org.au
Australian Standards
Committees of experts from industry, governments, consumers and other relevant sectors prepare Australian
Standards. The requirements or recommendations contained in published Standards are a consensus of the views
of representative interests and also take account of comments received from other sources. They reflect the latest
scientific and industry experience. Australian Standards are kept under continuous review after publication and are
updated regularly to take account of changing technology.
International Involvement
Standards Australia is responsible for ensuring the Australian viewpoint is considered in the formulation of
International Standards and that the latest international experience is incorporated in national Standards. This role is
vital in assisting local industry to compete in international markets. Standards Australia represents Australia at both
the International Organization for Standardization (ISO) and the International Electrotechnical Commission (IEC).
Sales and Distribution
Australian Standards, Handbooks and other documents developed by Standards Australia are printed and
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For information regarding the development of Standards contact:
Standards Australia Limited
GPO Box 476
Sydney NSW 2001
Phone: 02 9237 6000
Fax: 02 9237 6010
Email: [email protected]
Internet: www.standards.org.au
For information regarding the sale and distribution of Standards contact:
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ISBN 0 7337 7084 3Accessedb
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