www.cpaa.asn.auConcrete Pipe Associationof Australasia

1997/1998

CONCRETE PIPE ASSOCIATION OF AUSTRALASIA

J

CONTENTS

1 Introduction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2

2 Elements of Pipeline Design .............................. 6

3 Spun Concrete Pipes. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 15

4 Reinforcement.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 16

5 Joints . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . .. 17

6 Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20

7 Loads . .. ...... .. .......... .... .... ...... . . .. .... .... 21

8 Standard Installations . .. ........... . . . . . . . . . . . . . . . . . . . . .. 22

9 Specifications and Failures ............. . ................. 38

10 Design Aids . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 39

11 Summary . .. ,............ .. ...... .... ......... .. ........ 41

Design Charts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 42 "

Publications List. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 47

1 INTRODUCTION

The Concrete Pipe Association of Australia was incorporated in 1971 to represent the concrete pipe industry and its related and ancillary manufacturers.

In 1990, the Articles and Memorandum of Association were amended to broaden its sphere of influence to include the region of Australasia and in 1993 the Association welcomed its first New Zealand member.

The Memorandum of Association sets out the Objects of the Association. These are set out in shortened form in Figure 1.1.

Figure 1.1 Objects of the Association

The various membership categories together with a list of Full Members of the Association are shown in Figures 1.2 and 1.3 respectively.

2

.,.

Figure 1.2 Membership Categories "

Figure 1.3 Membership Categories

3

The Association supports an industry which, when installation of its various products is taken into account, together with appropriate economic multipliers, makes a contribution in excess of one billion dollars annually to the economy of the Australasian region.

Products supported by the Association are:

• reinforced concrete pipes • large and small reinforced concrete box culverts • access chambers and pits • related drainage products.

The Association has its oHices in North Sydney where its secretariat is based and from where its technical advisory service operates. It also has a regional oHice in Auckland.

However, the organisation is heavily decentralised, operating under the guidance of an adviSOry Council but with regional committees in all Australian mainland states and New Zealand. Task forces are established to deal with specific issues.

Typical activities undertaken by CPAA include:

• membership of Standards Australia and Standards New Zealand committees relating to this industry;

• formation of working groups with major government departments to address industry issues;

• advertising and promotion of the industry; • training those involved in the industry in the following areas:

- manufacturers - specifiers and designers - installers - asset managers and owners;

• undertaking relevant research; • preparation and distribution of design aids both as publications and computer software; • provision of a technical advisory service to the industry.

The range of publications produced is shown in Figure 1.4 and an updated order form is always available by contacting the Association.

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Figure 1.4 Concrete Pipe Association of Australasia - Publications

Information on any aspect not covered by the seminar is readily available by contacting the

Association at

Level 6, 504 Pacific Highway ST LEO NARDS NSW 2065 (Locked Bag 2011, St Leonaros 2065)

Phone: (02) 9903 7780 Fax: (02) 9437 9478

OR

26-30 Prosford Street Ponsonby Auckland

. Tel: 09 378 8083 Fax: 093786231

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2 ELEMENTS OF PIPELINE DESIGN

This section was to be a summary of factors to be considered in pipeline design . However there is such a multiplicity of factors to consider in selection and specification of pipes and pipe materials that it should more properly be called an overview.

Civil engineering structures inevitably depend on the characteristics of earth materials as well as of the manufactured components. To quote from Spangle~1) All structures, regardless of the material of which they are constructed, rest ultimately upon soil or rock ... In the case of sewers, culverts, tunnels, and other types of underground structures, ... soil is important not only as the material upon which the structures are founded, but also as the major source of the loads to which they are subjected in service and which they must be designed to carry.

The aim of structural design of pipelines is to create a stable interaction between the pipes and the surrounding soil, in which the pipe shape remains at least approximately circular. Australasian Standards dealing with pipeline installation contain a wealth of detail, but in each case the design calculation is clearly targeted at avoiding a specific unacceptable condition:

AS/NZS 3725-1989 Loads on Buried Pipes - the LOAD on the pipe is limited to its proof load multiplied by a factor corresponding to the type of bedding, ie the design procedure guards against overloading the pipe.

AS 2042-1984 Corrugated Steel Pipes, Pipe-arches, and Arches - Design and Installation -the design limits the COMPRESSIVE STRESS IN THE PIPE WALL to a value which the

pipe is designed to carry.

AS 2566-1982 Plastic Pipelaying Design - the design limits the DEFLECTION of the pipe

(change in diameter) to 5%.

Structural Action of Pipelines

Before we proceed it is essential to understand the difference between a rigid and a flexible

pipe.

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"'

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A rigid pipe relies on its inherent strength and stiffness to support an imposed load.

A flexib le pipe on the other hand is typically unable to support more than a small fraction of an imposed load using only its Inherent strength.

A flexible pipe requires reactive earth pressure to provide the pipe with load carrying strength. In effect the vertical static earth load and live load is transferred from the pipe wall to the surrounding soil. This Is achieved. by a decrease In vertical diameter and an associated increase in horizontal diameter.

These concepts are shown in Figure 2.1 .

Rigid Pipe

Flexible Pipe

SIdOS_ Aeactfon

~ u •• Load

Badlftl Load

! 1 !. ! !

BadClln9 RoactJcn

BadllI Load

BedCli1>9 Roactlon

RJ9d PIl"S atO ennancecJ Ql't-sitl by me eO<ldng 'YPo. The p;j)e nas I Str\.C!lJl8.

FleJli)l, pipes nave nec;flbl' sU'UCtUft. The sl:I'1..C1IJr' ts created on­... by ",. 00<recI ;no_lien 01 (qulllly) e..:alng. sid. support oro ovwtay

FIgure 2.1 The Structural Action of Pipelines

7

Stiffness

From these concepts It follows that if a pipe is too 'flexible' the reactive haunch and side pressures may cause it to deform irregularly which concentrates the pipe wall stresses at deformation points thus leading to further material distress and buckling of the section.

To limit these deformations two properties are specified :

pipe stiffness minimum short term deflection.

How is stiffness defined?

Pipe stiffness is simply the load (F) on a pipe divided by the deflection (dy) as shown in

Figure 2.2.

Actual pipe stiffness F dY

Figure 2.2 Pipe Stiffness

By substitution the theoretical pipe stiffness (SN) is defined as :

EI' SN= Om3

where E is the modulus of elasticity I is the moment of inertia Om is the centroidal pipe diameter.

A more detailed discussion on pipe stiffness is given in Reference 2.

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Design Implications of Stiffness

Having defined stiffness, how do we use it in design?

The design process is based on the Modified Iowa Formula developed by Professor Spangler<3) .

In general terms:

Conduit deformation = (lag factor) x (total load) x (bedding factor) (pipe stiffness factor) + (earth stiffness factor)

Once the deformation is calculated, bending strains in the pipe wall can then be determined and restricted to allowable limits.

From the Modified Iowa Formula a relationship between pipe stiffness and installation factors can be developed or implied. This is shown in Figure 2.3 .

(j") c u; ." Q) ... v C

• AOOep!alllL-/ Range

M!nmum accep!ilbl. STIFFNESS

Hlch l";]$L_~

Hio;tt rlsk

Installation Factors · Increasing·

Figure 2.3 Pipe Stiffness vs Installation

9

Effort Cost Difficulty AI~!f

For ease of discussion this has been shown as a linear relationship but obviously this is not the case.

Looked at from a different viewpoint, the 'decision maker (often the designer with or without the client's input) makes a decision based on one or more of these factors and consciously or unconsciously decides on pipe stiffness.

Specifying Stiffness

Plastics creep under constant load so the modulus 'E' reduces with time. This is illustrated in F:igure 2.4. (Source Reference 2).

100%

en en (l)

C :t= -(f) (l)

> -ro (l)

CC

50% GRP 50%

uPVC 33%

HOPE 16%

o years Time 50 years

Figure 2.4 Plastic Pipe Stiffness vs Time

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•

It is important to realise that in some materials such as HOPE stiffness at 50 years is only 16% of in itial stiffness.

Reference 2 gives more in depth discussion on the comparison of different measures of stiffness.

The Draft Australian I New Zealand Standard for buried flexible pipelines uses the SN terminology expressed in Nlmlm.

Recommended Pipe Stiffness

The Ontario Research Foundation prepared a comprehensive report in 1988 for the Ministry of Transportation, Ontario(4) which provides a very good review of the current state of the art with respect to design criteria, installation and acceptance procedures.

One of the main recommendations is a minimum SN of 5600 Nlmlm. This figure has been adopted by the Concrete Pipe Association of Australasia.

Other Authorities' requirements have been converted to SN values and are summarised in Table 2.1. Stiffness of various types of pipes is shown in Figure 2.5(4).

Table 2.1 Recommended Pipe Stiffness

Authority

Ontario Research Foundation

Sydney Wate~ - DN375 to DN450 - DN600 to DN750

Melbourne Water

Draft Australasian Flexible Pipe Standard

• Depending on site conditions

SN (Nlmlm)

5600

7000-6400 7500-5600 1250-2500*

625**

•• Long-term stiffness. This can be conver1ed to initial stiffness by using appropriate multiplies from Figure 4. eg fO( HOPE inilial stiffness

requirement would be 4000 N/mIm.

Clearly then the nomination of stiffness (SN) must be an essential part of any specification.

Bedding and Side Support

At the beginning of this paper the difference between rigid and flexible pipe was discussed. It was noted that a rigid pipe relied on its inherent strength and stiffness to support an imposed load. The load carrying capacity of a rigid pipe can however be significantly enhanced by its installation condition, ie its bedding factor can be increased.

In normal everyday installations however only haunch support is required.

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e -­e -­z

z V'l

VI III C1J c:: ...... ......

...... V'l

ro c:: e o Z'

200.000 CON C R ET E PIP E

100.00

70.00

50.00

'0.00

30.00

29.00

10.000

7.000

5.000 4,000

3.000

Z.ooo

1.000

700

500 1.00

300

200

100

70

SO 1.0

30

20

10

RI8LOC SERIES ZOOO (2)

CLASS 40 I RI8LOC SER)ES Z009 (2) '\ I CLASS ZS RI8LOC SERIES ZOOO (2) ~§:co .. uw" srm PI" 111 = CLASS )S "- (CSP) 125 x Z5 x Z.S RI8LOC SERIES ZOOO~)

-~ 1/fr.:CSP 66 x 13 x 1.6 II)

CLASS )0 I r;.':UHI~IUH 2.5 0)

'/ ."-. rALUI1I~IUH 1.5 0)

,/ "-t!llL I

...... .L .X 1\ " I .' '\J-.....v" "- 1/1 ORF~INIT OF STIFFNESS (6~

\ '" " ""'" .:---'\ I I

" \ ~ '\ ~ ~ I

~ " N ~~ -----~ ~ r-.. '\. '\, ~

\ ~ K N .~ ~ ~-~ cf' ~~

~ \'0 r--.. HOPE R ~ .::-., (' ~~ -:0 , -?---SC~OO ft.) ....... <9 c;. ..-

o '0 ~ r" r" ~

'., ~-~~ -0 ~ W r-

-0 <:],- 0 ~ ..... ~ ~ 0 «' 9

..--: «r. ~

" '0'

't~

f- I. AS 1762 - 1ge411~ f- 2. Rlblac Series 2000 'Ceslgn and Ins lIalian Guld '

J. Hltla Oeslan Manual, July 1987 f- 4. Hardie Iplu. lased an ASTM F894 • 85 ... S. Selecllon Guide Lines 'or Rlblac UPVC Pipes

In 8urled Appllcallons Marley Co .. pany IHZI LTC 6. Perlaflunce at Plasllc Cralnage Pipe.

Onrarl,a ~ese.rch Faund.rlan. July Tlh 1966

0V10 <:) C> C> C> or--..lI"1 0 c> <n <:> fT'Il""'l...,. \Q '" <> '"

<:> <:> V'1

---..:..

-

<:> <:> <:> N

-.....,

"'" HOPERS ~

t---: ~O (~J

~ -CJ.~OO (~J .1.

HOPE RS "- ~ (~J-

"---. .

<:> <:> .,., N

~

"'-~ .

. . .

<> c> c> m

Nominal pipe diameter (mml

Figure 2.5 Stiffness of Various Types of Pipes

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Grading limits for select fill in the bed and haunch zones are set out in Table 2.2.

Table 2.2 Grading Limits

Sieve size (mm)

19 2.36 0.60 0.30 0.15 0.075

Weight passing (%)

100 100 to 50 90 to 20 60 to 10 25 to a 10 to a

Compaction is an important part of the in ground installation and the relevant requirements are given In the applicable Standards.

For flexible pipe, as the load-carrying strength is derived by transferring loads from the pipe wall to the surrounding soil, the grading and compaction are even more critical.

Similar grading requirements to Table 2.2 will be included in the new joint Australian I New Zealand Standard for flexible pipe.

Backfill and support are required to a minimum of 300 mm above the crown of the pipe.

Where physically possible, field tests should be regularly used to measure the degree of compaction being achieved and these should be included in any specification.

In areas such as beneath the pipe in the haunch zones, where it is not possible to conduct tests due to limited headroom, where compaction is extremely critical, use of a dynamic cone penetrometer should be specified.

Compaction is probably the greatest single influence on pipe performance - and probably the least tested where it really counts.

Bearing

The long-term stability of the Installation must be considered when selecting materials for bedding and support, particularly in trench conditions. The excavation of a trench on grade in impervious material may constltute a drainage channel and any material placed in the trench must resist scouring.

Sound crushed rock can be an excellent material from a stability point of view, even if gap graded.

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The disadvantage of a gap graded material is that it must be surrounded by a suitable filter material, usually geotextile, if it is used in connection with foundation materials containing fines which can leach into voids.

We have only looked at three aspects in structural deSign. There are obviously many more but I believe these are the most significant.

Restrictions on Use

Many Authorities place restrictions on the use of flexible pipes. Some examples of these restrictions are given in Table 2.3.

Table 2.3 Restriction on Use of Flexible Pipe

Authority Restriction

Sydney Water Cover Third party interference Max deflection (short term) 3%

Melbourne Water Cover

It is always prudent to ascertain the requirements of the Local Authority.

References

Spangler, M G and Handy, R L Soil Engineering 4th Edition 1982 (Harper & Rowe)

2 How Do You Compare Stiffness of Different Types of Flexible Pipe? Technical Bulletin TB2, Concrete Pipe Association of Australasia.

3 Spangler, M G Structural Design of Flexible Pipe Culverts Bull 153 Iowa Engineering

Experiment Station, 1941 .

4 Performance of Plastic Drainage Pipe Ontario Research Foundation, 1988. Also published as Technical Bulletin TB3/94, Concrete Pipe Association of Australasia.

5 Standard Praotice for Least Cost (Life Cycle) Analysis of Concrete Culvert, Storm Sewer, and Sanitary Sewer Systems ASTM C 1131-95, 1995.

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3 SPUN CONCRETE PIPES

All of the concrete pipes used in Australasia are manufactured to AS 4058 Precast Concrete Pipes (Pressure and Non-pressure) or NZS 3107. These standards will be superseded by a new joint Australian I New Zealand standard in late 1998. There are two methods for making concrete pipes commonly used in Australasia:

• roller suspension/compaction • centrifugal wet spinning.

Less commonly, wet casting may used if the pipes being produced are larger than 2250 mm in diameter.

Roller suspension/compaction

• The empty mould with its reinforcing grid in place is suspended on a rotating roller.

• The mould Is filled with a very dry concrete mix (w/c ratio barely above that required for hydration).

• The concrete Is compacted between the sides of the mould and the rotating roller. This, together with the vibration, produces a strong, durable pipe.

• The mould is taken off the machine and the pipe is trowelled.

• The pipe is cured (generally in a steam chamber).

• The pipe is removed from the mould.

Centrifugal wet spinning

• The empty mould with its reinforcing grid in place is placed on a spinning machine which rotates the mould at high speed.

• About half the concrete Is placed in the mould while the mould rotates at 'filling speed'. This holds the reinforcement in place.

• The mould is vibrated while the rest of the concrete is placed into the mould.

• When the mould is full the spin speed is increased. This compacts the concrete densely into the mould and forces the excess water out of the concrete.

• The pipe is trowelled to remove excess water and slurry.

• The pipe is cured.

• The pipe is removed from the mould.

Both of these processes are illustrated In the short video presentation.

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4 REINFORCEMENT

Welded steel reinforcement is used in most concrete pipes.

The reinforcing cages in concrete pipes may be circular or oval in shape.

Pipes with oval (elliptical) reinforcing have the word "TOP" stencilled on them. If these pipes have lifting holes, then the lifting holes will be at the top of the pipe.

TlJP

OV~l ~?INFO=MENr

Figure 4.1 Oval Reinforcement Cage

Pipes with oval reinforcing are designed to place the reinforcement as close to the tension face as possible. This design maximises the steel reinforcing . It gives the pipe the required strength without needing to use as much steel as a pipe with circular reinforcing .

It is important to store, lift and lay these pipes with the 'top ' up otherwise they may crack because they are not designed to take significant load on the sides of the pipe.

Pipes with circular reinforcement do not have the word "TOP" stencilled on them. Often these are pressure pipes (with two layers of reinforcement) and do not have lifting holes, so it does not matter in which orientation the pipes are laid.

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5 JOINTS

Types of joints

The ends at pipes are made differently depending on how they are intended to be jointed.

Figure 5.1 Socketed Pipes

Spigot and socket joints

One end at the pipe is referred to as the socket and the other end as the spigot. The spigot fits into the socket ot the previously laid pipe. The joint is then sealed. To seal the jOint a rubber ring is used. Rubber rings make a flexible joint and allow the pipes to move and still keep a watertight joint.

Flush jointed pipes

;cj· ~· ~··jj· ~~~~··==··j- j· ·~-·j· ~··~··j··j· ~t:~·t·· t·=· j··~=··t· tt~~~~~ -.- , ':. " , . ".- ... - .. , -

•• ! , ; ', " ~. . :... . '" " , '" .. " :.. ,,, '" ,,' .• \0 0 :. .11. :. A

Figure 5.2 Rush Joints

There are three m~n ways to seal flush jointed pipes. The optimal solution depends on the situation. The three a1tematives are:

• open joints - Some speCifications require that you do not seal the joints. It the joints are not sealed then the pipes will not be watertight. So why leave the Joints unsealed? It the water table Is high ground water is attracted to the gravel bed the pipe is lying in. Leaving the joints unsealed allows this ground water to enter the pipe and drain away.

• cement mortar - This makes a more watertight joint and stops sand Ingress.

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• external band (sand band) - These are best if the fill over the pipe or the bedding material contains fine sand. The band stops the sand entering the pipe through the jOint. If sand enters through the joint and flows along the pipeline there are two problems it can cause. Firstly, the pipe can silt up and secondly fill above and around the pipe is lost which can result in pot holes in the ground or loss of pipe support.

Extemal flush joint Intemal flush joint

Agure 5.3 Flush Joint Details

Smaller pipes (up to and including 525 mm diameter) have extemal flush joints (these are mortared/sealed from the ·outside). Larger pipes (over 525 mm diameter) have internal flush joints (these are mortared/sealed from the inside).

Butt jointed pipes Qacking pipe)

Figure 5.4 Butt Joints

Butt joint pipes are mainly used for Jacking pipes. Jacking involves pushing pipes through sandy or silty soil and is more common in smaller diameter pipes and where the normal methods of excavating, pipelaying and backfilling are not possible or too costly eg deep sewer lines.

Butt jointed pipes are well suited to jacking because the butt joint maximises the contact area and allows maximum load transfer across the joint.

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nI'E ANO JIIQ( IN I'rT

JACT. I'tISHES n1'E FOItWA1:0

JACT. v.M ~CfEO ANO SPACER Aoo£O

Figure 5.5 Typical Pipe Jacking Installation

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6 TESTING

Tests by the manufacturer

To help maintain quality, pipes are tested by the manufacturer at the factory.

There are two types of testing routinely carried out by the manufacturer:

• load testing • hydrostatic testing.

Other types of testing which may be carried out by the manufacturer include absorption testing and materials testing.

Load testing

A sample of pipes is randomly selected (in accordance with the manufacturer's QA system) from a factory's production. These pipes are load tested to make sure they can support the design loads placed on the pipeline. This is done by placing the pipe in a jig that applies a specified load to the tip of the pipe barrel and measuring the load at which a 0.1 mm crack

occurs.

The importance of the load test will become apparent when standard installations are

considered.

Hydrostatic testing

Most sewer and pressure pipes are tested to make sure they do not leak. This is done by blocking both ends of the pipe and filling it with either water or air to set pressure for a set time. Acceptable levels of leakage are determined by the standard.

Field testing

Testing undertaken during or after construction is known as field testing . Field test are tests that are done by the pipelayer after the pipeline has been laid.

Most sewer and pressure pipes, and selected stormwater drainage pipelines need to be pressure tested before the pipeline is used. The specification will call up field testing if

required.

Field testing makes sure that the pipes have been jointed properly and laid correctly.

The Concrete Pipe Association of Australasia has a brochure available which describes appropriate methods of field testing. Remember, field testing tests the quality of construction NOT the quality of the pipes.

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7 LOADS ON PIPES

The load acting on a concrete pipe is made up of the following components:

• superimposed load • soil load • construction loads.

Superimposed (or live) load - is generally caused by traffic and its effect decreases the deeper a pipe is buried and load effects are spread into the surrounding soil.

Soli load - increases with depth and depends on factors such as:

• soil type • trench width • installation type.

Soil type - usually a clay soli is more dense than a granular material so pipe installations backfilled with more dense materials will carry a greater load.

Trench width - generally the wider the trench the greater the load imposed by the backfill over the pipe up to the point where wide trenches effectively become embankments. Trench width Is always measured at the top of the pipe.

Installation type - the bedding factor which is the ratio of the load carried by the designed pipeline Installation to the factory test load.

Bedding factor = Load carried by pipeline installation Factory test load

is a measure of the support a pipeline is given by the surrounding installation. The better the installation the greater the support and the greater the load carrying capacity of the Installation. The various standard installations, given in the Standard AS/NZS 3725 Loads on Buried Concrete Pipes will be discussed in the next topic.

Construction loads .

Recent studies carried out by Brisbane City Council have shown that excessive compaction force caused by a combination of:

• over compaction • selection of inappropriate compaction equipment • running construction equipment over pipes before there is adequate cover

Is one of the major causes of pipe failures.

A short video will highlight some of the modes of failure.

21

8 STANDARD INSTALLATIONS

Supporting Concrete Pipes

The Austral ian Standard AS 3725 Loads on buried concrete pipes classifies pipe installations and specifies the requirements for soil materials around the pipes and the compaction of these materials. AS 3725 would normally be referenced in the job

specification.

There are three main types of pipe support in the standard :

type U support for uncontrolled pipe installations

type H support for pipes installed with haunch support

type HS support for pipes installed with haunch and side supp<?rt

The different types of support (U, Hand HS) are needed to give the pipeline good support in different ground and load conditions. For example in good soil conditions and with light loads type H embedment might give the same strength to the pipeline as type HS embedment in poor soil or under greater loads. .

Concrete pipes have a built in strength of their own which is why type U installations where the pipe has very little support are possible . However the type and quality of installation can add greatly to the strength of a pipeline and can make the pipeline able to bear greater loads (up to four times the 'inherent' strength) .

1.0.'10

LOADTESrER

. '" INHE1U:N1' STRENGTH

INSTALLED

'" 4 ill,AES STRONGER!

Figure 8.1 Bedding Factors

Pipe installations are designed for specific situations and you should always be aware of

this when setting the job specification.

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Type U support

Type U is an uncontrolled pipe installation. This type of support offers less support to the pipe than any of the other types.

In a type U installation :

• pipes are laid directly onto the foundation material without any bedding (except if the

foundation is rock);

• if the foundation is rock 75 mm of bedding is specified ;

• there is a 300 mm overlay zone of compacted ordinary fill is required to protect the pipe.

The following are examples of type U installations for a 1200 diameter pipe:

TJ!£NCH 1 W/OTH

. : : :-.' ····· f····: .-:-. .... ::: . : . . '. '. ,' .. . . . . . . .. ' . .... .

:. :: .. <:::::" ::: .. >: ..... :.: : • " • • I'" • : .' •

BED ZlJNF. SELECT' FILL

. " " .

OOIL

TYPE 'U' TRENCH

Figure B.2(a) Type 'U' Trench

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FINISHEC> SUf(FIICE

......

' .. " :. ', ... ." . : :':' ': :-"'¥" .:,:.:' .-,':.', :". " . ".':' '.-' '. :' ' ... ' .. :- '. : • .' ',' .: EMf}t'oNI\MENT .. · . . • . '.

··.L~.: .. · ." ,:,:", '.' 7 .....• •.• ! ' ••.... .. ' .... . . . . .

I'EC> ZONE COMPIICTEC> SELECT FILL

TYPE 'U' EMBANKMENi

I':EINFOI':CEC> CONC1i:cn: PIPE

Fig ure 8,2(b) Type 'U' Embankment

The bedding factor for a type U installation is 1.

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Type H support

Type H provides haunch support to the pipe by having compacted select fill in the haunch

zone.

There are three types of support within type H. They are:

H1 - haunch support to 10% of the outside diameter of the pipe;

H2 - haunch support to 30% of the outside diameter of the pipe;

H3 - concrete cradle.

H1 and H2 are the most commonly used. H3 is used only in special cases. CPAA does not

encourage its general use.

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Type H1 support

There is a bedding of select fill .

The haunch zone consists of compacted select fill.

The haunch zone goes from the base of the pipe to a height of 0.1 times the diameter of the pipe (ie to 1/10 of the diameter of the pipe).

The haunch zone is compacted to a minimum dry density ratio of 85% (01 == 50).

There is a 300 mm overlay zone of compacted ordinary fill.

. ' ... . '. " t o • • •

::.: -':-·t·' .. :.: .. .. : , " , . . ', :: ' .. .. . . . . '. . '. . ' . ' . . ' . . . " .' . .. ' .. ', . :.: ....... :'.: ; ~ : : . ',:, ' ..

I ~OCI:l5OIL

TYPE H1 fRENCH

REINFORCED CONC1:t:rE "In;

Figure 6.3(a) Type H1 Trench

26

1--- 2000 ----<0-1

TYPE H1 EM6ANKMENi

HI'oUNCH ZONE COMP,o.CTEO SELECT FIll

Figure a.3(b) Type HI Embankment

The bedding factor for an H1 support is 1.5.

Note the additional load can this installation can support when compared to a Type U

installation.

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Type H2 support

There is a bedding of select fill.

The haunch zone consists of compacted select fill.

The haunch zone goes from the base of the pipe to a height of 0.3 times the diameter of the pipe (ie to 3/10 of the diameter of the pipe).

The haunch zone is compacted to a minimum dry density ratio of 90% (DI = 60) .

• There is a 300 mm overlay zone of compacted ordinary fi ll.

: :'. ': ,,,:' ···r;····:·:· <.: : '~ . .", ,', .: .. ~" '::'

. ' . . ' . . . " . ' ... ' '. ' . .

: .: ..... . ; '.' .:; : : :. ' .. : ' ..

TYPE H2 TRENCH

REINFORCED CONC~t:TE f'lrE

Figure 8.4(a) Type H2 Trench

28

"EOZONE COM,. ... crcO SELECT FIll

lYPE H2 EM6ANKMENr

HIIUNCH WNE COMP ... crcO SELECT FILL

Figure B.4(b) Type H2 Embankment

The bedding factor for type H2 support is 2.

Compare this with type HS1 which has the same bedding factor.

29

Type H3 support

H3 uses concrete to support the pipe and is expensive. Because of the cost H3 is not used for general pipelaying installations and is only used in special circumstances such as installing sewer pipes on an unstable foundation.

30

Type HS support

Type HS provides haunch and side support to the pipe.

There are three types of support within type HS. They are:

HS1 - haunch support to 10% of external diameter, plus side support ;

HS2 - haunch support to 30% of external diameter, plus side support;

HS3 - haunch support to 30% of external diameter, plus side support .

The three types of HS support vary in the depth of the haunch zone and in the amount of

compaction of the haunch and side zones.

The easiest way to remember about HS installations is that they are the same as H

installations but with side support added.

31

Type HS1 support

There is a bedding of select fill.

The haunch and side zones consist of compacted select fill.

The haunch zone goes from the base of the pipe to a height of 0,1 times the diameter of

the pipe (ie to 1/10 of the diameter of the pipe) ,

The haunch zone is compacted to a minimum dry density ratio of 85% (Ol = 50) ,

The side zone goes from the top of the haunch zone to a height of 0,7 times the diameter of the pipe (ie to 7110 of the diameter of the pipe),

The side zone is compacted to a minimum dry density ratio of 85% (Ol = 50) ,

There is a 300 mm overlay zone of compacted ordinary fill.

. " ~ . : • '. j .. '. " .. ' .' .-

, "f" " ." . ' .. .. . . : :: ,:' ': :',: ":,,, :', ': : " ' • • ·. 0"· I ' . . ' 0' '.

ROCK/SOIL

TYPE HB1 T~ENCH

REINFORCED CONam riPE

Figure 8,5(a) Type HS1 Trench

32

SELECT FILL

f--- - 2000 ---<,.j

H/lUNCH ZONe COMI"IICTCO SELECT FIll

Figure a.S(b) Type HSI Embankment

The bedding factor for type HS1 support is 2 which is the same as an H2 installation.

33

Type HS2 support

• There is a bedding of select fill.

• The haunch and side zones consist of compacted select fill .

• The haunch zone goes from the base of the pipe to a height of 0.3 times the diameter of the pipe (ie to 3ho of the diameter of the pipe).

• The haunch zone is compacted to a minimum dry density ratio of 90% (DI = 60).

• The side zone goes from the top of the haunch zone to a height of 0.7 times the diameter of the pipe (ie to tho of the diameter of the pipe).

• The side zone is compacted to a minimum dry density ratio of 90% (DI = 60).

• There is a 300 mm overlay zone of compacted ordinary fill .

. " ~'" . '. ; '.'. " .. ' .' .' , " f' ' " ." . ' .. . . . .

. " : . :. : .. . .. . : ', ... ".: . . : I ': ', ' .: •. ,: : "

fWClUSOIL WNFORCEO CONO:ETE rrPE

Figure 8.6(a) Type HS2 Trench

34

/lED ZONE COM,."crcO SELECT Fill

1--- 2000 --","

TYPE H52 EM6ANKMENi

Figure a.6(b) Type HS2 Embankment

The bedding factor for HS2 support is 2.5.

35

Type HS3 support

Most of the conditions for HS3 support are the same as for HS2 support. The difference is in the compaction. For HS3 support the haunch zone and side zones are compacted to a

minimum dry density ratio of 95% (or = 70).

TJ:ENCH l WlOT).l

01' 0_

. . ' f· .. . ," . . ' .... . . . : . :. . .. . . . .

:.,:.: ... : : .. : ,.> .:, :.: :.:

ROCFJSOIL REII>JFORCEO CONCI:ETE rIPE

Figure B,7(a) Type HS3 Trench

36

•

DEOZONE COM,.",CTED 5ELECTflll

f--- 2000 --<-1

TYPE H5:3 EMBANKMENf

Figure B.7(b) Type HS3 Embankment

The bedding factor for HS3 support is 4.

37

9 SPECIFICATIONS AND FAILURES

Failure

A short video of a CCTV inspection of an in-service pipeline will be viewed illustrating types of 'failure'. This will form the basis of a group discussion on possible causes.

Specification

The firm's standard specifications may also be critically examined in the light of previous discussion and constructive comment made for Improvement.

38

•

10 DESIGN AIDS

Use of Pipe Selection and Installation Charts

The use of the three standard installation types (U, Hand HS) has enabled the Concrete Pipe Association of Australasia to produce a series of simple charts to help designers select the right combination of pipe class and support type.

The charts for 600 mm diameter pipe are reproduced on the following pages.

Design example:

Use the CPAA charts to design the following pipeline which crosses parkland and is not subject to vehicle loads.

Data:

Diameter Depth of fill Backfill Trench width

600mm Sm Clay-sand Minimum

1 What is the minimum trench width?

2 Complete the following table:

Support type Pipe class H1 H2 HS1 HS2

3 Why is the pipe class for H2 and HS1 the same?

metres

4 The consultant has selected an H2IClass 3 installation and while laying the pipe some wet material is encountered and the trench walls slump, leaving a trench width of 1.8 m. Is there a problem? What are the two solutions?

5 If you choose to increase pipe class, what class would you need?

6 If you choose a better type of support, what support type would you need?

Discuss these results.

39

The Concrete Pipe Association of Australasia also has available software (PSS ver 3.0) which calculates pipe load class and quantities for various conditions.

This will also be used to solve the previous design example.

An order form for other CPAA publications is attached.

40

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•

11 SUMMARY

We have looked at only one phase of a pipeline's life cycle, the design phase, and seen that pipeline design is not merely selecting a material with the lowest Mannings n. In fact, hydraulic roughness pales into insignificance in comparison to factors such as pit losses and assumptions made in flood estimation. Structural factors such as stiffness and the benefits of pipeline installations are equally important.

Neither should other factors, including capital cost, be the sole determinant for investment decisions.

Selection and specification of pipeline materials should be based on sound Ufe Cycle Costing (Ie economic) and engineering principles to ensure that the end product will be fit for purpose and provide the performance required throughout the design life.

41

DESIGN CHARTS

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PIPE SELECTION AND INSTAllATION DIAMETER

EARTH LOAD I TRENCH INSTALLA nON I TYPE H 1 600mm JOO (FINISHED SURFACE -tr:- I /NA ruRAL GROUND SURFACE

"~I- I- _1- _ - ,~",~, ,---- BACKFILL -----_-.J

- TRENCH 'MD TH - :c

~I- AT TOP I:F Pf'E ~ ~ ~ SEE TABL( -~ ::E -

I-- 1- - s ':i' I- - - XZ REftR TO I- I-- ,- - -< -

INSTAllATION I- -1- - - -L ::E

--1-- O'lfRLA Y ZONE . --------.: - - _:-!:_ - - - -

:a;;~:~ ;~~:~~~im'~---:::::~~---~-~':";:=~=-;~r-!---=i7-=--6-'9 -~-~....LI~FORCED CONCRETE

BED ZONE .----: ;':'~'::' I~-"-"" n /--- COMPACTED SELECT ALL ~~ I

ROCX / SOL

'------------- FOUNDATION • SEE INTROOUCTION CO"'r.lENTS

l\vtA~UM DEPTH IN METRES ITR(~ PIPE CLASS VIDnr-2'-3-'-4'-6-'8~·~10~·2~~3~4-'-6~8~·rl-0~·=2-T~3~4-'~6'-8~·rlO~·

11.6 >25 >25 >25 >25 2.4 4.4 9.2 >25 >25 >25 2.0 3.2 4.8 12.2 >25 >25

12 5.0 24.9 >25 >25 - - - 6.8 13.2 >25

- - 7.6 >25 >25 - - - - 8.0 13.2

- - - 9.6 >25 - - - - - -

2.2 4.6 11.4 >25 >25 >25 TRENCH ~""~' -+-t--+--t--+--+-j-t---t--+--+-j-t---r--r-+-t--j

INSTALLA TION 1liL.611 ~ 12 5.4 >25 >25 >25 -

~ - - 9.4 >25 >25 -

- - - - 11.0 - - - - - -- - - - - - - - - - -

'8 - - - 6.4 14.4 >25 -

~ - - - - 8.8 19.8 -

SOIL Ut~CKW I )N SAN[ . ~~ CLA YEY SAND ~ MY /TR£NOi 'MOTH GREATER THAN l'I!.'~ '-' ~2cEl~ ~ l\;l1~ ~U~ J!iH; !;! 1.6~ ~"I "", ~. I:"I r:u I ~H '

EMBANKMENT 2.0 3.2 4.2 6.4 a8 10.6 2.0 3.0 4.0 5.8 7.8 9.8 2.0 2.8 3.8 5.6 .2i~

INSTALLA TION X Y . Z I~ 2Z ~ X Y Z 1.5Z 2Z 12.5Z X Y Z 11.5Z 2Z 12.5Z . ~ __________ -L~~~~~~~~F~~IP~~E~~C~~~~A~~_S~~~S~ __________ -j

MAXIf\.t1.1LM ~TH IN METRES

flNISHEO SURF ACE ,,~--=::t~~' I=---l~:""-'------,-

,..-- EMBANKI.IENT ALL ~ - = - = ~ = = = = ~ ~ V1

- ~ - - Q~

~~~OTlON O'lfRLAY ZONE 'jQ()~~ = = .- = t = = = = -L ~ ~ --j- COMPACTED ORDINARY FILL ~ -~tt:::::::~:::::::::--- - _ jQ() 2

~~aD~~~~~ ~~~~IM~tELECT ALL ~ - _ -' ~~~ml':"--' -~~~~~~- == - t r NATURAL GROUND .......... ="'-',~riJ 600') K . SURF ACE BED ZONE ~ f' I I 69

1--- COMPACTED SELECT ALL '.- .. .. .. ,-'" '\ leo

~J ~I ROCX / SOIL

f-- 1m REINFORCED CONCRETE PIPE ~------------ FOUIIDAT:ON

u( '", I EM8ANKMEN T INST ALLA nON TYPE HI 600mm

L--

PIPE SELECT! ON AND INSTALLATION DIAMETER

EARTH LOAD J TRENCH INSTALLATION 1 TYPE H2 600 m m

JOO (FINISHED SURFACE --r"1- I /NAT\JRAL GROUND SURFACE

"{,~<' '~ f_ I-- 1__ ,,,,~, ,.--- BACKFlLL----~ __ f- - ---

TRENCH 'MDTH-

•

~ AT TOP r:F PIP( ~ ~ ~ ~ SfE TABU: -~ :::i t;

f- 1- -~ ~ :::i

REFER TO - I-- - ,- - - . ~ ~

INSTALLA nON OVERLAY ZONE -:: _ ~ 1--:: _ ~ _ - -L :::i

SPEQFlCAllON r----- COMPAcnED ORDINARY FILL ~ : -:--:-!:---_-_-_- JOO

FOR OETAILS : m~--:: t REINFORCED CONCRETE 1--_ HAUNCH ZONE ! ::~ 600 :_ r PIPE

COMPAcnED SELECT FILL ~....... . I ~ BED ZONE ...--: :~:w'l~~I'~';:"-"; n

1--- COMPACTED SELECT FILL ~J ,y"", ! ROO< / SOL

FOUNDA nON • SEE INTRODuCllON COMMENTS

MAXIMUM DEPTH IN METRES ~~ PIPE CLASS IJIDTH 2 3 4 6 8' 10' 2 3 4 6 8' 10' 2 3 4 6 8' 10'

!~ 6.2 >25 >25 >25 >25 >25 16 9.2 >25 >25 >25 I >25 2.6 4 8 8.6 >25 >25 >25

~~·1 16 11.4 >25 >25 >25 >25 2.8 5.0 10.0 >25 >25 >25 - - 5.4 112 >25 >25 TRENCH f.!.:1 ~;;::~;-'~~ .+--+--+--+--t----+--j-+-+--j--+--+-+----,I--+--+--+--+--

INSTALLA TION ~~ - 5.4 15.6 >25 >25 >25 - - 6.0 >25 >25 >25 - - - 8.0 16.2 >25

~::.rrs::i - 6.8 >25 >25 >25 - - - 9.6 >25 >25 - - - - - 17.4 ~ .... ';-"'"!o.

~o'l - - - 14.4 >25 >25 - - - - IJ4 >25 - - - - - -~,~

~ - - - - >25 >25 - - - - - 16.4 - - - - - -

SOIL DESCRIPTION SAND AND GRAVEL CLAYEY SAND WET CLAY lR£NQj 'MOIH GREATER IHAN ;1) l!rsaiAl:81t'.:20· .~2-4': '. 2.6:;1:~li':'i:4'"=ics:;· ) :8-: t to : :22, I.Z , -;'1:2;'. "'e4 ~ ': 1.6 • ':: 1 ~ 6 . 1.8

EMBANKMENT 3.0 H 5.8 8.8 11.8 ItS 2.8 4.0 5.4 8.2 11.0 IJ8 2.6 18 5.2 7.8 10.4 110

INSTALLA TION X Y Z 1.5Z 2Z 2,5Z X Y Z 1.5Z 2Z 2,5Z X y , Z 1.5Z 2Z 2.5Z PIPE CLASS

MAXIMUM DEPTH IN METRES • FINISHED SURFACE""",,, ~_ }

---- -~------ :r EMBANKMENT FILL _ - _ _ r __ - __ -- . e; VI

~ _ _ 0 ~

- - -I - - ::::e-REFER TO E JOO«_ -- _ . __ ~ __ -- _ -- ~ ~ INSTA" 'nON ---1-- OVERLAY ZON ~-- - -- I x ~ "-" COMPACTED ORDINARY FILL - - ••... -~-•. :-:-:-_-_ -- -L;i SPEaFICA nON -- ..:~ -:-:-:-:;:.:-:-:-:-:-; -- JOO FOR DETAILS HAUNCH ZONE - - ::;-m--· -)f.-:::~:::::- - - frNATURAL GROUND

COMPACTED SELECT flLL - -- ::~ 600 -:::: --~"/:.:.J •• - ., SURFACE

BED ZONE "'" ~ F-' I 121)6 1--- COMPACTED SELECT FILL .. I . '\ 100

~J ,y~, r ROO< / SOL

I-- IJOO REINFORCED CONCRETE PIPE '--------------- FOUNDATION

E... I EMBANKMENT fNSTALLA nON 1 TYPE H2 1 600mm

•

PIPE SELECTION AND INSTALLATION '-EARTH LOAD I TRENCH INSTALLATION TYPE HSI

min It JOO / FiNISHED SURFACE

-j r- I /""NATURAL GROUND SURFACE

/'~t- - 'V.,.,"<"-

~=:j=:=: - TRENCH iMD IH

BACKFILL __ ,_ A r TOP Cf PIPE SEE TABLE

OVERLAY ZONE - - l - -1---COMPACTED ORDINARY FILL - "I - -L

REFER TO INSTALLA nON

----I SPEOflCA nON

SIDE ZONE ~' tefl' )"""'0" ,lOO COMPACTED SELECT FILL

HAUNCH ZONE tJ t': f--- COMPACTED SELECT FlLl-----___ ~ ::-

8£0 ZONE --... 5. 1 69 ~2 f--- COMPACTED SELECT FIll ~ "T 100

FOR DETAILS

ROC< / SOl.. REINfORCED CI)iCRHE PIPE

'-------------- FOUNDATION • SEE INlROOUCnON COMMENTS

MAXI_MUM DEPTH N METRES

1~;~~'r-2~~~~~~P~I~P~Er-~~C~L~A~S~ST-~~~~~ IWIUI/l 3 4 6 ~. 10' 2 3 4 6 8' 10' 2 3 4 6 8' 10'

>25 >25 >25 >25 >25 3.6 9.2 >25 >25 >25 >25 - 4.8 8.6 )25 >25 >25

TRENCH ~~~~~~.]·~3_.6~1_1. 4~)_25~)_254-)_254-)2_54--+_5._0+-1 0_.O+-)2_5+-)2_5+-)2_5+---+_+--+1_J._2~)_25~)~25

INSTALLATION ~_~4-5_.44-15_.64-~_5~~_5~~_5~--+_--+_--+>_2_5~)_25~>_~~_-~_-~_-~_-~16_.2~~~5 g - 6.8 >25 >25 >25 - - - 9.6 >25 >25 - - - - - IH

1>:'!"?-n 'l!!l - - - IH >25 >25 - - - - 13.4 >25 - - - -

- 16.4 -

CLAYE' SAND 'IIr..' CLAY

~~ iEII'

EMBANKMENT 3.4 5.0 6.8 10.0 114 16.8 3.0 4.6 6.2 9.2 12.4 15.4 2.8 4.2 5.8 8.6 11.6 lU

INSTALLA TION X Y Z '1.5Z 2Z 12.5Z X Y Z 1.5Z 2Z 12.5Z X Y Z 1.5Z 2Z 2.5Z PIPE CLASS

MAX M JM DEPTH N M ETRES ~ It. r- FINISHED SURFACE

~~-~~~~r=,-=-I-- - ~ - - ~

.--- EMBANKMENT FU • - =: ....: =: j =: - =: - ~ ~ JOO -I- - - ~

OVERLAY ZONE '-........ - _ - . - _ - _ f ~ ~ REFER TO f--- ~~:~~~D ORDINARY f1LL_~~ -:::{t::::::-~ _. JOO ~ 30

INSTALl A nON - COMPACTED SELECT FIll - - - t~:: ~rn~:: .. :. --, --I-- ~n.: ~:PACIUl SPEOflCA nON ----I HAUNCH ZONE ~ > 600 111111 W)"Y>-' saw FlJ. FOR 700 FOR DETAILS COMPACTED SELECT flLl PIPE>~ (.~ . '0: --r 69 482 EAOi 90£ Cf PIPE

BED ZONE .j ~ 1--- COMPACTED SELECT flLL . "'"'~'"'''''k-.... ''''''-''' 100

<:V "/,o;v"V H-/ ~ -r I ROC< / SCI. I

!l00 REINfORCED CCNCRET[ PIPE

L------------- FCUNDAiiON

'0< " '" 1 EMBANKMENT INSTALLATION TYPE HSl 600mm

EARTH LOAD T PIPE SELECTION AND INSTAllATION DIAMETER

TRENCH INST ALLA TION TYPE HS2 600mm

~,'</

BACKFiLL -------_

OVERLA Y ZONE COMPACTED ORDINARY FILL

300 m ..

- TRENCH 'MOTH

NA ruRAL GROUND SURFACE

a. VI ~ ~ o g: "" ~ => :::E ~ :z >< --< :::E

REFER TO SIDE ZONE INSTALLA TION COMPACTED SELECT FILL

SPEOFICA nON HAUNCH ZONE FOR DETAILS COMPACTED SELECT FILL

BED ZONE ------t:;:~~~sj COMPACTED SELECT FIL:.

Rt)NfORc[O COHCR(T[ PIPE

L ______________ FOUNDATION • SEE INTRODUCTION COMMENTS

MAXIMUM DEPTH IN METRES TRENCH PIPE CLASS VIDTH 2 J 4 6 8" 10" 2 J 4 618"110" 2 J 41618'110' ~~.(z : >25 >25 >25 >25 >25 >25 5.4 >25 >25 >25 I >25 I >25 3.6 7.4 >25 I >25 I >25 I >25

TRENCH ;~.>V' 5,8 >25 >25 >25 >25 >25 - 8.2 >25 >25 I >25 I >25 I - I - I 8.2 I >25 I >25 I >25

INSTALLAnON [;;t .1 - ,,.,, '151 '15 1'151 '15 I - I - '" "15 "15' '15 I - I - I - 1>111 >1" ," 3'~1.8 . I - I - 115.6 I >25 I >25 I >25 I - I - - I >25 I >25 I >25 I - I - I - I - 117.4 I >:5 -,:...- r

~iii:; - - >25 >25 >25 - - I - I >25 I >25 I - I - I - I - I - 1201 ;;Js.~ :-

;>£6.-;. .... L"

~'-n t ~~

- - 19.8 >25 >25 - - I - 116.4 I >25 ' -I _ I _

SOIL DESCRIPTION SAND AND GRAVEL -CLA YEY SAND 'tifT CLAY

TRENCH ~OTH mEA TER THAN l·r4!~ 1;;1.6 · r 1.8· I ~ f2;:'~i~~I;:2.8 - ' ·' I : 2J.~:tIXII .6 I !.if! 22~ f H rl·2:~r~ 1.2 '1'1.4 _1;\'1.1;:' ' 1.8 I 2.0

1)4 ifa

EMBANKMENT INSTALLATION

4.2 I 6.2 I 8.4 112.6 116.8 121.2 I 18 I 5.8 I 7.8 11.6 115.4 119.+ 1 3.6 1 5.4 1 7.2 110.8 114.4 118.2

x I Y I Z I1.SZI 2Z 12.SZI X I Y I Z 1.5ZI 2Z 12.5ZI X· I Y I Z I1.SZI 2Z 12.5Z PIPE

MAXIMUM DEPTH CLASS IN METRES

FINISHED SURFACE

:r

r--- EMBANKMENT FlU 1S VI CI .....

OVERLA Y ZONE :::E ~ COMPACTED ORDINARY FILL 5 :::E

REFER TO i= SIDE ZONE ~ ~ INST ALlA nON -- COMPACTED SELECT flLL :::E NAIUlAl CROJHO i SPEOflCA nON HAUNCH ZONE SUlfAC[ OR (;OAPACE!' I FOR DETAILS COMPACTED SELECT FILL sru;CI FU f(JI. 70J .

8£0 ZONE EACH SlO( (j' PIP!

COMPACTED SELECT FILL -----~~d~~

1300 RElNfORCEO CONCRt IE PIPE

FOUNDA nON

.uo( " .. I EMBANKMENT INSTALLATION TYPE HS2 600rnrn

)

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PUBLICATIONS LIST

•

REINFORCED CONCRETE PIPE INFORMATION II •• FROM THE CONCRETE PIPE ASSOCIATION OF AUSTRALASIA AC:I ':O;"il1 >.:.0

Pleose tick required items and mail or fax orders to the Associotion (.'lore· ,I!/ Ilems Ire~ unless noted otherwise)

NAME --------------------------------- ---------------------. - ------ - -------------------------

ORGMIISM!OIl

AOGR·ESS

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

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

---------------------------------------------------------- ---------------------------POSTCOOE ----------------------------------------------

PHONE NO. FAX NO. ----------------------------------------------

PUBLICATIOnS COOEJPRICE 1'I4& lm;lilll~ =i~'MIII il4Jllilf COOfJPRICE

o Concrete Pipe Selection and Installation Manual (1990) $20.CO + P&H

o A Comparative Analysis of Storm-water Systems in Australia (1991) $10.00 + P&H

o Concrete Pipe Selection under Rail Loads

o Hydraulics of Precast Concrete Condu~s Manual (1994) $20.00 + P&H

o Pipe Jacking - Design Guidelines (1996)

TECHNICAL BULLETINS 0 A Rational Approach to Hydraulic

Design of Pipe Conduits (1995)

0 How Do You Compare Stiffness for Different Types of Flexible Pipe? (1995)

0 Ontario Research Foundation Report on Performance of Plastic Drainage Pipe (Reprinted 1994)

0 Water Absorption of Concrete Pipes (1994)

0 Designing Permanent Pipelines (1995)

0 Reid Testing of Concrete Pipelines and Joints (1995)

0 Concrete Pipe Jacking (1996)

0 Abrasion Resistance of Concrete Pipe (1987)

0 Ufe Cycle Cost Analysis In Drainage Projects (1996)

BULLETINS o Developments in Concrete Pipe

Technology (1994)

TBI/95

TB2J95

TBJ/94

TB4/94 TB5/95

TB6/95 TB7/96

TB8I87

TB9/96

801/94

o Flow Characteristics of RC & HOPE Pipe for Stormwater Drainage Applications (1995)

o 1997 Consulting Engineers Workshops Elements of Pipe Design

o 1996 New Zealand Workshops Pipe Selection and Specification

o 1995 Adelaide Workshop Pipe Selection and Specification

o 1994/95 Seminars Non Pressure Pipelines - Design. Installation and Asset Management

o 1994 Seminar Reinforced Concrete Pipe, Designed, Manufactured and Quality Assured to· Australian Standards

o 1991 Seminar Pipe Performance in 2041

o 1990 Standards Australia Seminar Loads on Concrate Pipes

VIDEOS o Concrete Pipe Selection and

Installation o Manhole Installation

COMPUTER SOmVARE

$25.1)hP&H $25.00+ P&H

o Some Information for Potential Users of AS 4139-1993 Fibre Reinforced Concrete Pipes· and Fittings (1994)

o Pipe Selection Software PSS Version 3 (calculates pipe load class and quant~ies for various installation cond~ions, according to AS 3725-1989) $20.00 + P&H

o Some Facts About Cellulose Pipe (1997)

o Pipelines and Fires (1994) o Discharge Capacity of Pipelines of

Different Materials {1995}

802194

803/97 804/94

B05195

INSTAllER TRAINING o Please provide me w~h information on

the CPAA one-day pipe layer training programmes

The Association is J non-prolit organisation sponsored by \he reinforred concrete pipe industrl in Australasia. Since the information provided is intended for general guidance only and in no way replaces \he setvire of professional consullants on particular projects.

no liabilily can be accepted by the Association 101 its use.

CONCRETE PIPE ASSOCIATION OF AUSTRALASIA "CN 007Qe76S6

AUSTRALIA

LOCKED BAG 201 1 ST LEONARDS NSW 2065 TELEPHONE 0:2 gg()3 n eo FACSIMilE 02 ~J7 Q47S

NEW ZEAlAND 26-30 PROS FORD STREET (PO BOX 47-277) PONSONBY AUCKU\ND TELEPHONE og 378 80&3 FACSMl..e 00 ) 78 d1'J1

Concrete Pipe

Association

of Australasia

ACN 007 067 656

AUSTRALIAN OFFICE: Level 6, 504 Pacific Highway St Leonards NSW 2065 Phone (02) 9903 7780 Fax (02) 9437 9478

NEW ZEALAND OFFICE: 26-30 Prosford Street (PO Box 47-277) Ponsonby, Auckland NZ Phone (09) 378 8083 Fax (09) 378 6231

MEMBER COMPANIES:

ATHLONE CONCRETE PIPES BERESFORD CONCRETE PRODUCTS CSR HUMES HUME INDUSTRIES HYNDS PIPE SYSTEMS M IDLAND CONCRETE PIPES ROCLA PIPELINE PRODUCT:,

DISCLAIMER The Concrete Pipe Associalion of Australasia believes the informalioh given within this brochure is the most up-to-date and correct on the subject Beyond this statemen~ no guarantee is given nor is any responsibility assumed by the Associalion and its members.

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