ISO/TS 10465-1:2007

Underground installation of flexible glass-reinforced pipes based on unsaturated polyester resin (GRP-UP) - Part 1: Installation procedures

ISO/TS 10465-1:2007 describes the procedures for underground installation of flexible glass-reinforced thermosetting resin (GRP) pipes. It refers generally to GRP pipes as specified in the system standards ISO 10467 and ISO 10639, but it can also be used as a guide for the installation of other GRP pipes. It does not include jacking, relining or above-ground installations; nor does it cover health and safety or environmental conditions, these being addressed in national regulations at the place of installation.

Installation enterrée de canalisations flexibles renforcées de fibres de verre à base de résine polyester insaturée (GRP-UP) — Partie 1: Modes opératoires d'installation

General Information

• Status: Published
• Publication Date: 26-Apr-2007
• ICS: 23.040.01 - Pipeline components and pipelines in general
• Technical Committee: ISO/TC 138/SC 6 - Reinforced plastics pipes and fittings for all applications
• Drafting Committee: ISO/TC 138/SC 6 - Reinforced plastics pipes and fittings for all applications
• Current Stage: 9093 - International Standard confirmed
• Start Date: 12-Jun-2024
• Completion Date: 13-Dec-2025

Relations

• Revises: ISO/TR 10465-1:1993 - Underground installation of flexible glass-reinforced thermosetting resin (GRP) pipes - Part 1: Installation procedures
• Effective Date: 15-Apr-2008

Overview

ISO/TS 10465-1:2007 - "Underground installation of flexible glass-reinforced pipes based on unsaturated polyester resin (GRP‑UP) - Part 1: Installation procedures" is a Technical Specification from ISO that describes recommended procedures for the underground installation of flexible glass‑reinforced thermosetting resin (GRP) pipes. The document focuses on practical installation guidance for GRP‑UP pipelines and refers to product system standards such as ISO 10467 and ISO 10639. It is not a product specification and excludes jacking, relining, above‑ground installations, and site health, safety or environmental regulations (these are covered by national regulations).

Key topics and technical requirements

This standard provides procedural and quality guidance across the installation lifecycle. Major topics include:

• Design considerations and site assessment - evaluation of soil, loads and flexible pipe technical concepts.
• On‑site inspection, transportation, handling and storage - pre‑installation checks, handling precautions and storage practices for GRP‑UP pipes.
• Trench construction and trench bottom preparation - excavation, minimum trench width, water control and support of trench walls.
• Foundation, bedding and embedment - bedding selection, migration control and compaction requirements for pipe support.
• Pipe laying and jointing - laying methods, joint types (adhesive, wrapped, bolted flanged, elastomeric seals, mechanical joints), and joint quality assurance.
• Embedment, backfill and compaction - pipe zone backfill configurations, placing and compaction procedures, and special precautions for adjacent utilities.
• Thrust resistance and connections - thrust restraint, supports for control devices and connections to rigid structures.
• Testing and commissioning - deflection and pressure testing, testing for pressure and non‑pressure pipelines, and disinfection procedures for water mains.
• Special installations - casings, submarine and embankment installations, plus guidance on limitations (e.g., trenchless not covered).

The specification references international design methods (ATV and AWWA approaches) and is intended to complement product standards rather than replace them.

Applications and users

ISO/TS 10465-1 is useful for:

• Civil and pipeline engineers designing buried GRP‑UP mains and sewers
• Construction contractors and site supervisors performing pipe installation
• Utilities and asset owners specifying installation contracts and acceptance criteria
• Procurement and quality assurance teams developing installation specifications and inspection checklists

Practical uses include writing installation procedures, preparing site inspection plans, selecting bedding and backfill materials, and defining jointing/test requirements for GRP pipelines.

Related standards

• ISO 10467 (GRP product systems)
• ISO 10639 (GRP pipe product requirements)
• ISO/TR 10465-2 (comparison of static calculation methods - ATV vs AWWA)
• ISO/TR 10465-3 (installation parameters and application limits)

Keywords: ISO/TS 10465-1, GRP‑UP, underground installation, glass‑reinforced pipes, unsaturated polyester resin, pipe laying, trench construction, bedding and backfill.

Standards Content (Sample)

TECHNICAL ISO/TS
SPECIFICATION 10465-1
First edition
2007-04-15
Underground installation of flexible
glass-reinforced pipes based on
unsaturated polyester resin (GRP-UP) —
Part 1:
Installation procedures
Installation enterrée de canalisations flexibles renforcées de fibres de
verre à base de résine polyester insaturée (GRP-UP) —
Partie 1: Modes opératoires d'installation

Reference number
©
ISO 2007
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ii © ISO 2007 – All rights reserved

Contents Page
Foreword. v
Introduction . vi
1 Scope . 1
2 Normative references . 1
3 Terms and definitions. 1
4 Installation — Design considerations. 3
4.1 General. 3
4.2 Site assessment. 3
4.3 Flexible pipe — Technical concepts. 4
4.4 Pipe selection. 5
5 On-site inspection, transportation, handling and storage . 6
5.1 Inspection . 6
5.2 Transportation. 7
5.3 Pipe handling . 8
5.4 Storage. 10
5.5 On-site inspection. 11
6 Trench construction . 12
6.1 Excavation . 12
6.2 Minimum trench width. 12
6.3 Trench-bottom. 12
6.4 Water control. 13
6.5 Support of trench walls. 13
6.6 Trenching on slopes. 14
6.7 Exposing pipes when making service-line connections . 15
6.8 Trench bottom in weak soils . 15
7 Foundation and bedding. 15
7.1 General. 15
7.2 Migration control of bedding materials . 15
7.3 Trench foundation . 16
7.4 Bedding. 17
8 Pipe laying and jointing. 17
8.1 Quality assurance. 17
8.2 Pipe laying . 18
8.3 Jointing pipes laid on steep gradients . 18
9 Embedment and backfill . 19
9.1 Pipe zone backfill configurations. 19
9.2 Embedment materials. 20
9.3 Placing and compacting embedment materials . 21
9.4 Placement of trench backfill . 22
9.5 Parallel or crossing piping systems . 24
9.6 Special precautions. 26
10 Thrust resistance and rigid connections .27
10.1 Support for control devices. 27
10.2 Thrust restraint . 28
10.3 Connections to rigid structures . 29
10.4 Connections with rigid joints . 31
11 Pipe joints . 32
11.1 Joint characterization . 32
11.2 Adhesive bonded joints. 32
11.3 Butt and wrapped joints . 32
11.4 Bolted flanged joints. 32
11.5 Socket and spigot with elastomeric sealing elements. 33
11.6 Flexible joints with elastomeric seal. 33
11.7 Mechanical compression joints. 33
11.8 Slip-on coupling . 33
11.9 Mechanical band couplings . 34
12 Special installations. 34
12.1 Casings . 34
12.2 Submarine pipelines . 34
12.3 Embankment installations. 37
13 Testing. 38
13.1 Deflection testing . 38
13.2 Pressure testing . 38
13.3 Non-pressure pipelines . 40
13.4 Pressure pipelines . 41
14 Disinfection of water mains . 42
14.1 Swabbing . 42
14.2 Disinfection. 42
Annex A (informative) Classification of soils and consolidation class terminology. 43
Bibliography . 45

iv © ISO 2007 – All rights reserved

Foreword
ISO (the International Organization for Standardization) is a worldwide federation of national standards bodies
(ISO member bodies). The work of preparing International Standards is normally carried out through ISO
technical committees. Each member body interested in a subject for which a technical committee has been
established has the right to be represented on that committee. International organizations, governmental and
non-governmental, in liaison with ISO, also take part in the work. ISO collaborates closely with the
International Electrotechnical Commission (IEC) on all matters of electrotechnical standardization.
International Standards are drafted in accordance with the rules given in the ISO/IEC Directives, Part 2.
The main task of technical committees is to prepare International Standards. Draft International Standards
adopted by the technical committees are circulated to the member bodies for voting. Publication as an
International Standard requires approval by at least 75 % of the member bodies casting a vote.
In other circumstances, particularly when there is an urgent market requirement for such documents, a
technical committee may decide to publish other types of normative document:
⎯ an ISO Publicly Available Specification (ISO/PAS) represents an agreement between technical experts in
an ISO working group and is accepted for publication if it is approved by more than 50 % of the members
of the parent committee casting a vote;
⎯ an ISO Technical Specification (ISO/TS) represents an agreement between the members of a technical
committee and is accepted for publication if it is approved by 2/3 of the members of the committee casting
a vote.
An ISO/PAS or ISO/TS is reviewed after three years in order to decide whether it will be confirmed for a
further three years, revised to become an International Standard, or withdrawn. If the ISO/PAS or ISO/TS is
confirmed, it is reviewed again after a further three years, at which time it must either be transformed into an
International Standard or be withdrawn.
Attention is drawn to the possibility that some of the elements of this document may be the subject of patent
rights. ISO shall not be held responsible for identifying any or all such patent rights.
ISO/TS 10465-1 was prepared by Technical Committee ISO/TC 138, Plastics pipes, fittings and valves for the
transport of fluids, Subcommittee SC 6, Reinforced plastics pipes and fittings for all applications.
This first edition of ISO/TS 10465-1 cancels and replaces ISO/TR 10465-1:1993, of which it constitutes a
technical revision.
ISO 10465 consists of the following parts, under the general title Underground installation of flexible glass-
reinforced pipes based on unsaturated polyester resin (GRP-UP):
⎯ Part 1: Installation procedures [Technical Specification]
⎯ Part 2: Comparison of static calculation methods [Technical Report]
⎯ Part 3: Installation parameters and application limits [Technical Report]
Introduction
Work in ISO/TC 5/SC 6 (forerunner to ISO/TC 138/SC 6) on writing standards for the use of glass-reinforced
plastics (GRP) pipe and fittings was approved at that subcommittee’s meeting in Oslo in 1979. An ad-hoc
group was established and the responsibility for drafting various standards later given to the Task Group that
would become ISO/TC 138/SC 6.
At the ISO/TC 138/SC 6 meeting in London in 1980, Sweden proposed that a Working Group be formed to
develop documents regarding a code of practice for GRP pipes. This was approved by the subcommittee and
Working Group 4 (WG 4) formed for the purpose. Since 1982, many WG 4 meetings have been held and have
considered the following matters:
⎯ procedures for the underground installation of pipes;
⎯ pipe/soil interaction with pipes having different stiffness values;
⎯ minimum design parameters;
⎯ an overview of various static calculation methods.
During this work it became evident that unanimous agreement could not be reached within the Working Group
on the specific methods to be employed. It was therefore agreed that the related documents would be
published as either Technical Specifications — the case for this part of ISO 10465 — or Technical Reports.
This part of ISO 10465 describes procedures for the underground installation of GRP pipes. It concerns
particular stiffness classes for which performance requirements have been specified in at least one product
standard; but it can also be used as a guide for the installation of pipes of other stiffness classes.
ISO/TR 10465-2 presents a comparison of the two primary methods used internationally for static calculations
on underground GRP pipe installations:
[1]
a) the ATV method ;
[2]
b) the AWWA method .
ISO/TR 10465-3 gives additional information which is useful for static calculations primarily when using an
ATV-A 127 type design system in accordance with ISO/TR 10465-2 of items such as
⎯ parameters for deflection calculations,
⎯ soil parameters, strain coefficients and shape factors for flexural-strain calculations,
⎯ soil moduli and pipe stiffness for buckling calculations with regard to elastic behaviour,
⎯ parameters for re-rounding and combined-loading calculations,
⎯ the influence of traffic loads,
⎯ the influence of sheeting,
⎯ safety factors,
⎯ allowable depth of cover for different pipe stiffnesses in different native soils,
vi © ISO 2007 – All rights reserved

⎯ minimum pipe stiffness, depth of cover and compaction for GRP pipes installed under traffic surfaces,
⎯ minimum pipe stiffness in relation to embedment conditions for GRP pipes which need to sustain negative
pressures,
⎯ re-rating of pressure pipes which are used under conditions, such as depth of cover, other than those for
which the standard pipe has been designed, and
⎯ the influence of sheeting on allowable depth of cover.
Since publication of the previous edition of this part of ISO 10465, both the AWWA and the ATV-DVWK
design systems have been revised and now contain design features which reflect the increased knowledge
and experience gained by the pipeline industry during the last decade. The revision of this and the other parts
of ISO 10465 has been made to take account of those changes.
NOTE Although significant advances in trenchless construction have been made in recent years, this type of
installation has not been considered.

TECHNICAL SPECIFICATION ISO/TS 10465-1:2007(E)

Underground installation of flexible glass-reinforced pipes
based on unsaturated polyester resin (GRP-UP) —
Part 1:
Installation procedures
1 Scope
This part of ISO 10465 describes the procedures for underground installation of flexible glass-reinforced
thermosetting resin (GRP) pipes. It refers generally to GRP pipes as specified in the system standards
ISO 10467 and ISO 10639, but it can also be used as a guide for the installation of other GRP pipes. It does
not include jacking, relining or above-ground installations; nor does it cover health and safety or environmental
conditions, these being addressed in national regulations at the place of installation.
NOTE The installation nomenclature, dimensions and soil moduli zones referred to in this part of ISO 10465 are
shown in Figure 1.
2 Normative references
The following referenced documents are indispensable for the application of this document. For dated
references, only the edition cited applies. For undated references, the latest edition of the referenced
document (including any amendments) applies.
ISO 10467, Plastics piping systems for pressure and non-pressure drainage and sewerage — Glass-
reinforced thermosetting plastics (GRP) systems based on unsaturated polyester (UP) resin
ISO 10639, Plastics piping systems for pressure and non-pressure water supply — Glass-reinforced
thermosetting plastics (GRP) systems based on unsaturated polyester (UP) resin
3 Terms and definitions
For the purposes of this document, the following terms and definitions apply.
3.1
trench-stops
dams or weirs built around the pipe across the trench to prevent flow of water along the trench through the
bedding and foundation materials
NOTE Trench-stops can be formed from clay which may be available on-site, or from bags of sand, or cement
stabilized sand, packed around the pipe and across the trench extending to within 150 mm of the finished surface.
3.2
bulkhead
concrete wall poured around the pipe and spanning the trench
NOTE The bulkhead is keyed into the trench walls to form a pipe anchor and extends to within 150 mm of the
finished surface level. Drainage holes are normally placed at the lower part of the embedment zone to eliminate long-term
retention of water behind the bulkhead. See Figure 1.
Key
b′ distance from trench wall to pipe
d vertical deflection
v
h depth of cover to top of pipe
h height of water surface above pipe
w
a
S trench backfill above pipe embedment
a
S pipe embedment
a
S undisturbed native soil to side of trench
a
S undisturbed soil below trench
β trench wall angle,
1 ground-level
2 water table level
3 thickness of primary embedment
4 thickness of bedding
5 thickness of foundation (if required)
6 pipe embedment
7 thickness of backfill
a
Soil moduli zones.
Figure 1 — Trench installation nomenclature, dimensions and soil moduli zones

2 © ISO 2007 – All rights reserved

4 Installation — Design considerations
4.1 General
Glass-reinforced thermosetting resin (GRP) pipes are classed as flexible pipes which are designed to deflect
under external load to an extent that does not cause structural damage to the pipe. The performance of GRP
pipes is primarily controlled by the external and internal loads applied and the resistance provided by the
embedment conditions. Allowable strain levels within the pipe wall vary, depending upon
a) the type of raw materials used to manufacture the pipe,
b) pipes wall formation, and
c) manufacturing process.
Several installation design procedures exist which can be used to determine the deflection that can be
expected in a particular installation. In ISO/TR 10465-2, the two most commonly used procedures — namely,
[1] [2]
the German ATV 127 method and the American AWWA M 45 method — are compared.
For a particular pipeline, the optimum pipe installation system employed will be governed both technically and
economically by the site conditions. Nevertheless, due to the differences in geological formation that have
occurred during the life of the earth, a diverse range of soils and geophysical conditions exists. For these
reasons, Clause 7 and Clause 9 to Annex A contain only information that is relevant internationally. Any
pipeline installation system shall be in accordance with the applicable national standards and regulations in
force at the place of installation.
4.2 Site assessment
The topics in this subclause cover matters which should always be considered when surveying a site.
4.2.1 Water-table level
Water tables that are higher than the bottom of the trench can produce problems such as a reduction in
passive resistance, erosion of trench sides, migration of fines within the embedment, instability of the trench,
possibility of pipe floatation and inadequate foundation. Where a site has a high water table, consideration
should be given to additional ground drainage and the use of suitable installation design methods to cope with
the possibility of the buried pipe floating during and after installation. Additionally, the possibility of the water
table changing over time should be surveyed using any existing shallow-drilled wells or springs, water levels in
surface watercourses and reliable information from the local inhabitants.
4.2.2 Soil stability
During the site survey, locations which show signs of previous ground instability, i.e. slipping, faulting or
uplifting/sinking should be investigated in detail. Fundamentally, the route of the pipeline should be selected to
avoid such ground conditions. In cases where this is not possible, a detailed soil survey of the area should be
conducted. This survey should be conducted with the assistance of an experienced geologist and/or soil
mechanics engineer. Problems identified by the survey which have not been considered in the pipeline design
should be discussed with pipeline designer/specifier.
4.2.3 Soil exploration
The actual ground conditions prevailing along the proposed route of the pipeline should be surveyed before
beginning the design or installation. Geological features and the engineering properties of the soil are
elements which will have an influence on the selection of the route, minimum pipe stiffness required, trench
proportions and installation techniques to be employed.
The techniques to be employed during the survey will typically include at least one or more of the following:
boring, sounding, physical survey, prospecting, water-table evaluation and determination of soil properties at
the site and in the laboratory. The degree of detail required from the survey will be specified by the
responsible designer of the pipeline and will take into account the scale of pipeline, risk assessment and
critical nature of the location.
4.2.4 Soil classifications
The ground conditions will vary at different locations along the intended route of a pipeline and it is important
that an accurate description of the soil be given to the designers and contractors. To ensure an accurate
assessment is made, the descriptors used in the report on the survey should be based on standards using the
unified soil classification system (see Annex A) or be in accordance with the country’s national design
standard.
4.2.5 Location of existing pipeline utilities and structures
A preliminary site survey should be conducted along the route of the pipeline to ascertain whether other
services such as water supply, sewerage, electricity or gas are present. Prior to commencing installation,
precautions to prevent damage to existing services should be undertaken. The precautions should include
minimum isolation distances to such services as may be prescribed by national regulations.
Furthermore, there is the possibility that historical or cultural assets could be encountered, and in such cases
the regulations of the country or region shall be followed.
4.3 Flexible pipe — Technical concepts
Glass-reinforced thermosetting resin (GRP) pipes are classed as flexible pipes that may be expected to
deflect under external load with no structural damage. The performance of GRP pipe is affected by the
amount of strain induced in the pipe wall by external loads and/or internal pressure.
Allowable strain levels vary with the type of raw materials, wall structure and manufacturing process. It is
necessary to control the deflection and distortion of the pipe to ensure that the manufacturer’s allowable strain
level is not exceeded.
In an underground installation, the soil and traffic loads above a buried flexible pipe cause a decrease in the
vertical diameter and an increase in the horizontal diameter of the pipe. The horizontal movement of the pipe
walls into the soil material at the sides of the pipe develops a passive resistance that helps the pipe support
the external load. The resistance of the soil is affected by the type of soil, its density, depth of overburden and
the presence of ground water. The higher the soil resistance, the less the pipe will deflect. Proper installation
techniques are essential to develop the passive soil resistance required to prevent excessive pipe deflections
and/or distortions.
The deflection of a buried flexible pipe depends on the soil and on the pipe. The amount of deflection is a
function of the depth of burial, the stiffness of the pipe, the passive resistance of the soil at the sides of the
pipe, the time-consolidation characteristics (time lag factor) of the soil and pipes, the applied live load and the
degree of support given to the bottom of the pipe (bedding constant).
Several procedures exist that can be used to obtain the mathematical relationship of these parameters and
the deflection that will occur in a particular installation.
[1], [2]
NOTE In ISO/TR 10465-2, the two major design procedures are compared.
4.3.1 Behaviour of flexible pipes under load
The flexibility of GRP pipe combined with the natural structural behaviour of soils provides an ideal
combination for transferring vertical load. Unlike rigid pipes, which may break under excessive vertical load,
the GRP pipe's flexibility combined with its high strength allow it to bend and redistribute the load to the
surrounding soil. The deflection of the pipe serves as an indicator of the stresses generated in the pipe and
the quality of the installation.
4 © ISO 2007 – All rights reserved

The initial deflection is the deflection which is present following installation. The pipe continues slowly to have
an increase in deflection but reaches a final value within a reasonable period of time. Almost all of the
increase in deflection takes place during 1 to 2 years after installation and thereafter the deflection stabilizes.
It is not unusual for the long-term deflection value to be 30 % to 50 % higher than the average initial deflection.
The change in deflection after installation is caused mainly by settlement and consolidation of the surrounding
soil. If the pipeline is pressurized, the pipes will start to re-round and a reduction in deflection will occur.
The use of the installation procedures detailed in this part of ISO 10465 will minimize the levels of both the
initial and final deflections.
4.3.2 Limiting deflection
There are several methods of structural design (see ISO/TR 10465-2 and ISO/TR 10465-3) that may be used
to estimate the deflection of a pipe under load but, although they are capable of being in reasonable
agreement, they do not give exactly the same answers for a given condition. For any particular method, the
values calculated are usually the expected average deflections.
The property requirements for GRP-UP pipes in accordance with ISO 10467 and ISO 10639 assume that the
maximum permissible initial deflection is 3 % and the maximum long-term deflection is 6 %. If the
recommendations for installation in this part of ISO 10465 are followed, it is expected that the deflections
achieved will be less than these limiting values.
4.4 Pipe selection
The selection of the pressure class, stiffness class and joint type of a buried pipe system is based on the
operational conditions of the pipeline (operating pressure, surge pressure and possible vacuum conditions) as
well as on the external forces applied to the pipe from soil loading and superimposed live or traffic loading.
As the operating and burial conditions can vary over the length of a pipeline, the selected pressure and
stiffness classes can differ at different locations along the pipeline. Depending on such factors as how
pressure thrust is accommodated and the need to connect to fittings and other systems, joint selection can
also differ along the course of a pipeline.
4.4.1 Pressure class selection
The selection of the appropriate pressure class for a pipe at any particular location in a pipeline system
requires either knowledge of the static head pressure or of the pumping pressure or system operating
pressure. Typically, a hydraulic analysis will determine the acceptable flow velocities and identify areas of high
static or pumping heads. Surge pressure conditions also need to be determined. An unusually high surge
pressure could require a higher pressure class pipe.
Depending on the application and operation requirements of the pipeline system, the system designer may
incorporate such items as head breakers, pressure reduction valves, pressure relief valves, orifice plates and
surge suppressors to control the flow and pressure in the pipeline.
4.4.2 Pipe stiffness class selection
Before the necessary stiffness can be determined, the following need to be considered.
4.4.2.1 Soil survey
If a soil survey is carried out prior to construction, the native soil and the backfill material should be classified
in accordance with Annex A. The classification will help in the selection of a suitable nominal stiffness in
accordance with 4.4.2.2
The classification will also indicate the areas of suitable materials for pipe zone backfill, so that importation of
material may be minimized. Native materials conforming to the recommendations of this part of ISO 10465 or
soil groups 1, 2, 3 and 4 (see Annex A) are all suitable as backfill in the pipe zone. If backfill materials have to
be imported it is recommended that group 1 or 2 materials be used.
4.4.2.2 Matters influencing selection of suitable pipe stiffness
The selection of an appropriate pipe stiffness class for a pipeline will depend on a number of factors, including
⎯ burial depth,
⎯ trench width,
⎯ native soil,
⎯ pipe zone backfill material and its degree of compaction,
⎯ water table location,
⎯ traffic (live) loading conditions,
⎯ surface surcharge loads,
⎯ vacuum conditions, and
⎯ the limiting properties of the pipes.
Calculations to determine the predicted deflection level of installed pipes should be performed (see
ISO/TR 10465-2 and ISO/TR 10465-3 for discussion and information on the most common calculation
systems for GRP pipe systems). The predicted deflection must be within the allowable deflection limits of the
selected pipe.
If consideration is being given to the use of pipes with a nominal stiffness less than SN 2 000, the possible
effect of high compaction effort producing distortion should also be considered. It is recommended that a
stability analysis be made which investigates the effects of the loading from soil overburden and, if applicable,
internal vacuum.
4.4.2.3 Joint selection
The selection of the joint type will depend on several factors, of which the key considerations are
⎯ operating pressure,
⎯ method of thrust restraint,
⎯ need for joining to ancillary fittings and/or other piping materials, and
⎯ system layout.
In many piping projects it will be common to have several different joining methods, each addressing a
specific need in the most economical manner.
5 On-site inspection, transportation, handling and storage
5.1 Inspection
It is recommended that at the commencement of the pipeline installation project an inspection and test plan be
prepared. The testing and inspection should routinely confirm that the project specification is being met.
6 © ISO 2007 – All rights reserved

5.2 Transportation
5.2.1 Packaging
When transporting pipes and fittings, use either flat-bed or purpose-made vehicles. Secure the pipes and
fittings well before transportation. When loading bell end pipes, stack the pipes so that the bells are not in
contact with adjacent pipes. All supports, restraints and packing bearing on pipe and fitting surfaces shall be
padded or wrapped with material suitable to prevent point loading or other damage during transportation.
Chains and wire ropes shall not come into direct contact with the pipes and fittings.
5.2.2 Transportation stack height
The height of the pipe stacks shall be limited to minimize deformation during transport. The largest diameter
pipes shall be placed on the bed of the vehicle. When pipes or fittings require special transportation practices,
the manufacturer shall notify the customer of the procedure to be used.
5.2.3 Pipe transportation on-site
If it is necessary to transport pipes and fittings on the job site, use either flat-bed or purpose-made vehicles
which are free from nails and other protuberances (see Figure 2). It is best to use the original shipping
dunnage if that is available; if not, support all pipes on flat timber at a maximum spacing of 4 m with a
maximum overhang of 2 m. Contact between individual pipes should be prevented and chocks should be used
to prevent movement. The maximum stack height should be limited to approximately 2 m: strap pipes to the
vehicle over the support points using pliable straps or ropes. Never use chains or steel ropes.

Key
1 rope or fabric strap
2 timber bearer
3 timber chock fixed to bearer
Figure 2 — Transport of pipes
5.3 Pipe handling
5.3.1 General
Care should be exercised when unloading the product in order to prevent damage from hitting rigid objects.
Do not use hooks, chains or cables at the ends of the pipes. The timber bearings supporting the pipes shall
not be used to lift the pipes unless allowed by the manufacturer.
Pipe handling and unloading can be hazardous and must be carried out in accordance with the manufacturer’s
recommended practice. Typically pipe handling will include the following precautions.
a) Avoid rough handling of the pipe or pipe packs which could cause impact against hard objects or resting
upon surfaces which could cause point loading.
b) During the unloading process, maintain control of the load. The use of guide ropes will assist in controlling
the load and spreader bars might also assist when multiple support locations are necessary.
5.3.2 Pipe units
Pipes can be packaged as units. These may be handled using a pair of fabric slings as shown in Figure 3.
CAUTION — Do not use chains or wire ropes.
Pipe bundle units are normally designed to be lifted from the top, but forks or slings that go under the units
may be used.
Key
1 fabric sling
2 timber bearer
3 pipe bundle binding
Figure 3 — Lifting pipe bundle unit
5.3.3 Single pipe
When handling single pipes it is recommended that fabric slings or ropes be used (see Figures 4 and 5.)
CAUTION — Do not use chains or wire ropes to lift pipe; do not use hooks at the pipe ends or ropes
passed through pipes as a means of lifting.
Pipes should not be rolled over rough or rocky ground.
8 © ISO 2007 – All rights reserved

Key
1 fabric sing
2 rope used to control and manoeuvre the pipe
Figure 4 — Lifting pipe using single sling

Key
1 fabric sling
2 rope used to control and manoeuvre the pipe
Figure 5 — Lifting a pipe using two slings
5.3.4 Nested pipes
Pipes which are shipped for long distances may be nested (small diameters inside larger diameters) to reduce
transportation costs. These pipes usually have special packaging and can require non-standard procedures
for unloading, handling and storage, information on which will normally be supplied by the manufacturer.
CAUTION — Always lift a nested bundle using two slings.
See Figure 6.
Key
1 fabric sling
2 Pipes nested inside largest pipe
3 rope used to control and manoeuvre the pipe
Figure 6 — Nested pipes lifted using two slings
Nested pipes are normally best stored in their original packaging and de-nesting should be undertaken at a
site equipped for that purpose following the instructions provided by the pipe manufacturer.
5.4 Storage
5.4.1 Pipe
Store and transport pipe in accordance with the manufacturer’s recommendations.
Select a site having sufficient area for storage of the pipes and room for vehicle movements. Where
necessary, clear site of hazardous combustible vegetation and minimize fire risks.
Pipe may be stored on the ground, provided that it is flat, free of rocks and any other potentially damaging
debris. However, it is generally advantageous to place the pipe on flat timber supports, as these facilitate
placement and make the removal of slings easier.
SAFETY PRECAUTIONS — All pipes should be chocked to prevent rolling which may be initiated by
uneven ground, wind-loads or other external forces.
10 © ISO 2007 – All rights reserved

Pipes may also be supported on sand bags or soil mounds.
Pipes may be stacked, but the height of the stack should be limited in order to minimize distortion and
ovalization during storage (see Table 1). When pipes are stored in stacks, the bottom layers can become
distorted; these should be removed from the stack, prior to installation, allowing sufficient time for re-rounding
to occur.
Table 1 — Recommended maximum number of layers in a stack of pipes
Nominal size
150 200 250 300 400 500 600 to 700 800 to 1200 1 400 and over
(DN)
Number of pipe layers
9 8 7 6 5 4 3 2 1
If pipes are nested, the number of supports between layers should be increased so that the magnitude of
loads at the bearing points is no greater than for un-nested pipes.
If the exposed storage time is likely to exceed 12 months and any of the materials used for the pipe and
fittings are sensitive to ultra-violet light radiation, some additional protection could be required to prevent
damage.
5.4.2 Gaskets and lubricant
Rubber ring gaskets, if shipped separately from the couplings, should be stored in the shade in their original
packaging. The gaskets should be protected from exposure to greases and oils which are petroleum
derivatives and from solvents and other deleterious substances.
Gasket lubricant shall be carefully stored to prevent damage to the container. Partially used lubricant
containers should be carefully resealed to prevent contamination.
5.5 On-site inspection
5.5.1 Load inspection
All pipes should be inspected upon receipt at the job site to ensure that there has not been any damage in
transit and that the pipes and fittings comply with the product specifications and contract documents.
Depending upon the length of time in storage, the amount of job site handling and other factors that can
influence the condition of the product, it may be prudent to re-inspect the pipe just prior to installation.
5.5.2 Pipe marking
Ensure that the pipe quantities and markings comply with the bill of lading and the contract documents with
respect to size, stiffness and pressure class requirements. Where the pipe is to be used for the conveyance of
potable water, ensure that it has been tested and certified by an acceptable certifying organization for use
under the local regulatory requirements.
5.5.3 Pipe and fittings inspection
Make an overall inspection of the load. If the load is intact, ordinary inspection of the pipe will normally suffice
to ensure that the pipe and fittings have arrived without damage. If the load has shifted or there are signs of
damage, each pipe should be inspected carefully.
Damaged pipe might or might not be repairable, depending upon its type and the application for which it is
being used. Any damaged pipe should be clearly marked and quarantined. Repairable pipe should be
repaired according to the manufacturer’s instructions. Pipe which cannot be repaired should be removed from
the site.
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