Design Charts Sewerage

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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Standards may also be withdrawn.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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7 AS 22002006


CHART 1 COLEBROOK-WHITE FORMULA WITH k = 0.003 mm

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AS 22002006 8


CHART 2 COLEBROOK-WHITE FORMULA WITH k= 0.006 mm

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9 AS 22002006



A1

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AS 22002006 10



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11 AS 22002006



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AS 22002006 12



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13 AS 22002006



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AS 22002006 14



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15 AS 22002006



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AS 22002006 18


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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19 AS 22002006


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


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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21 AS 22002006


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

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AS 22002006 22


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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23 AS 22002006


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

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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.

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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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Phone: 13 12 42Fax: 1300 65 49 49

Email: [email protected]

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