1 Scope This European Standard specifies the requirements and associated test methods applicable to ductile iron pipes, fittings, accessories and their joints for the construction of dra
General
4.1.1 Ductile iron pipes and fittings
Nominal sizes, thicknesses, lengths, and coatings are detailed in sections 4.1.1, 4.2.1, 4.2.3, 4.4, and 4.5 If the manufacturer and purchaser agree to supply pipes and fittings with varying wall thicknesses, lengths, coatings, or different types than specified in sections 8.1, 8.2, and 8.3, these products must still meet all other requirements outlined in this European Standard.
NOTE 1 Other types of fittings include tees and tapers with other combinations DN × dn, draining tees etc
The standardized nominal sizes, DN of pipes and fittings are as follows: 80, 100, 125, 150, 200, 250, 300, 350, 400,
450, 500, 600, 700, 800, 900, 1000, 1100, 1200, 1400, 1500, 1600, 1800, 2000 These DN values are DN/ID according to EN 476
The functional properties of ductile iron pipes and fittings shall be as given in Clause 5
Ductile iron pipes, fittings, accessories, and their joints are engineered to retain their functional characteristics throughout their economic lifespan when installed and operated under specified conditions (refer to Annexes A to E) This reliability is attributed to the consistent material properties, stable cross-section, and design that incorporates high safety factors.
Pipes, fittings and accessories shall be free from defects and surface imperfections which could lead to non-compliance with Clauses 4 and 5
Pipes and fittings can be repaired through methods such as welding to address surface imperfections and localized defects, as long as these issues do not compromise the overall wall thickness.
the repairs are carried out according to the manufacturer's written procedure;
the repaired pipes and fittings shall comply with all the requirements of Clause 4 and of Clause 5
4.1.3 Types of joints and interconnection
Rubber gasket materials must meet the EN 681-1 standards for types WC or WG For applications requiring materials beyond rubber, such as high-temperature flanged joints, compliance with the relevant European Technical Specification is essential In the absence of a European Technical Specification, adherence to the appropriate International Standard is required.
Flanged joints must be designed to connect with flanges that meet the dimensions and tolerances specified in EN 1092-2, ensuring compatibility among all flanged components such as pipes, fittings, and valves of the same PN and DN, while also guaranteeing optimal joint performance.
Bolts and nuts shall comply as a minimum with the requirements of EN ISO 4016 and EN ISO 4034, grade 4.6 Where washers are required they shall comply with EN ISO 7091
Although it does not affect interconnection, the manufacturer shall make the information available as to whether his products are normally delivered with fixed flanges or adjustable flanges
Flange gaskets may be one of any type given in EN 1514.
Pipes and fittings featuring flexible joints must adhere to the specifications outlined in section 4.2.2.1 regarding their spigot external diameters (DE) and associated tolerances This compliance facilitates the interconnection of components with various types of flexible joints Furthermore, each flexible joint type must be engineered to meet the performance standards established in Clause 5.
For interconnecting specific joint types that operate within a tighter tolerance range on DE, it is essential to adhere to the manufacturer's guidance to ensure optimal joint performance under high pressure, including the measurement and selection of the external diameter.
NOTE 2 For interconnection with existing pipelines having external diameters not in compliance with 4.2.2.1, the manufacturer’s guidance should be followed as to the appropriate means of interconnection (e.g adaptors)
Pipes designated for sewers and drains must be externally marked in brown, red, or grey to facilitate easy identification Additionally, pipes meant for rainwater or surface water drainage systems can be identified using a distinct color, separate from those used for potable water pipes.
Dimensional requirements
The standardized thicknesses and limit deviations for pipes are specified in Table 11, ensuring that their diametral stiffnesses meet or exceed the values listed in Table 10 Wall thickness measurements must comply with section 6.1.1.
The iron thickness of fittings used for pressure sewers shall be in accordance with EN 545
The iron thickness of fittings used for gravity sewers shall be equal to or higher than those of pipes of the same DN
Section 8.1 outlines the specifications for the external diameter (DE) of the coated spigot end length of pipes and fittings, including the maximum allowable tolerances These measurements should be taken using a circumferential tape as per the guidelines in section 6.1.2.
NOTE 1 Certain types of flexible joints operate within a tighter range of tolerance (see 4.1.3.3)
To ensure compliance with the specified external diameter (DE) when cutting pipes on site, it is essential to remove thick external coatings as directed by the manufacturer's guidelines.
For pipes with a nominal diameter (DN) of 300 or less, the external diameter must be measured using a circumferential tape This measurement should ensure that the joint can be assembled over at least two-thirds of the pipe length from the spigot end, particularly when on-site cutting of the pipe is necessary.
In addition, the ovality (see 3.9) of the spigot end of pipes and fittings shall
remain within the tolerance on DE (see Table 11) for DN 80 to DN 200 and
not exceed 1 % for DN 250 to DN 600 or 2 % for DN > 600
Follow the manufacturer's guidance regarding the necessity and methods for ovality correction, as some flexible joints can accommodate maximum ovality without requiring spigot re-rounding before jointing.
The internal diameters of pipes, measured in millimeters, correspond to their nominal size, DN, with tolerances specified in Table 1 for cement mortar lined pipes.
These tolerances apply only to the pipe with iron thickness as given in Table 11 and cement mortar lining thickness as given in Table 4
Ductile iron pipes may exhibit local deviations in internal diameters due to their manufacturing process and internal linings.
Compliance shall be demonstrated according to 6.1.3 or by calculation from the measurements taken for pipe external diameter, iron wall thickness and lining thickness
Table 1 — Limit deviation on internal diameter
1100 to 2000 − 0,01 DN a The lower limit only is given
4.2.3.1 Standardized lengths of socket and spigot pipes
Pipes shall be supplied to the standardized lengths given in Table 2
Table 2 — Standardized length of socket and spigot pipes
The permissible deviations (see 3.35) on the standardized length L u of pipes shall be as follows:
for all other standardized lengths ± 100 mm
Pipes must be designed to a length that adheres to standardized specifications, allowing for permissible deviations They should be manufactured according to this specified design length, with acceptable limits as outlined in section 4.2.3.4.
The manufacturer shall make the information available as to his design lengths
The length shall be measured according to 6.1.4 and shall be within the limit deviations given in 4.2.3.4
The supply of socket and spigot pipes for each diameter must ensure that the percentage of shorter pipes does not exceed 10% In such instances, the reduction in length will be specified accordingly.
up to 0,15 m for the pipes in which samples have been cut for testing (see 4.3);
up to 2 m by increments of 0,5 m for DN < 700;
up to 3 m by increments of 0,1 m for DN ≥ 700
4.2.3.2 Standardized lengths of flanged pipes
The length of flanged pipes shall comply with EN 545
The length of the fittings used for pressure sewers shall be in accordance with EN 545 (see 8.3)
The length of fittings used for gravity sewers shall be made available by the manufacturer (see 8.2 for usual types of fittings)
The limit deviations on lengths of the socket and spigot pipes shall be within − 30 mm, + 70 mm
The limit deviations on lengths of flanged pipes and of fittings shall be in accordance with EN 545
The limit deviations on lengths of fittings used for gravity sewers shall be made available by the manufacturer
Pipes shall be straight, with a maximum deviation of 0,125 % of their length
The verification of this requirement is usually carried out by visual inspection, but in case of doubt or in dispute the deviation shall be measured in accordance with 6.2
Inspection chambers (see 3.5) shall be manufactured either as an integral item or by site assembly of a bottom part (inspection tee) and a vertical part
Opening dimensions shall be as follows: 250 mm, 300 mm, 400 mm, 600 mm
Manholes must include a vertical section with a diameter of at least 800 mm, along with a bottom plate and a top plate designed to accommodate a frame and a manhole cover Additionally, they should feature two or more inlets and outlets securely attached to the vertical section.
The number and location of inlets/outlets shall preserve the hydraulic continuity of the manhole.
Material characteristics
Pipes, fittings and accessories of ductile iron shall have the tensile properties given in Table 3
The tensile strength shall be tested in accordance with 6.3
Minimum tensile strength, R m Minimum elongation after fracture, A
DN 80 to DN 2000 DN 80 to DN 1000 DN 1100 to DN 2000
Pipes not centrifugally cast, fittings and accessories 420 5 5
By agreement between manufacturer and purchaser, the 0,2 % proof stress (R p0,2 ) may be measured It shall be not less than:
270 MPa when A ≥ 12 % for DN 80 to DN 1000 or A ≥10 % for DN > 1000;
The components must possess a hardness level that allows for cutting, drilling, tapping, and machining using standard tools The Brinell hardness test, as outlined in section 6.4, will serve as the reference for measuring hardness.
The maximum Brinell hardness for pipes is set at 230 HBW, while fittings and accessories can have a hardness of up to 250 HBW Additionally, components produced through welding may exhibit a higher Brinell hardness in the heat affected zone of the weld.
Coatings and linings for pipes
All pipes specified in this document must be supplied with an external zinc coating, as detailed in section 4.4.2, and an internal lining made of high alumina cement mortar, in accordance with section 4.4.3.
This shall not preclude special coating arrangements for products which deviate from the requirements of this document for specific design reasons Annex B indicates possible alternative coatings
All surfaces that may contact effluents, including the internal surface of the socket and the external surface of the spigot end, must be coated with a synthetic resin such as epoxy or polyurethane, except for pipes designated solely for rainwater transport, as specified in section 4.4.4.
NOTE 1 This does not preclude the possibility that for special design reasons the upper limit deviation on the external diameter
DE of the coated spigot can be greater than that specified in 8.1, provided that the interconnection of the products is ensured by the joint design
Pipes with cast flanges may be coated as fittings (see 4.5)
The maximum fluid temperature may be limited to 35 °C for some polymeric coatings If such coatings are to be used at higher temperatures, additional performance testing should be carried out
NOTE 2 Annexes B and C give advice on the field of intended use for pipes with coatings and linings according to this document
4.4.2 External coating of zinc with finishing layer
Centrifugally cast ductile iron pipes feature an external coating consisting of a metallic zinc layer, topped with a finishing layer of a compatible synthetic resin, such as epoxy or polyurethane Both layers are applied through a work process.
Zinc is typically applied to oxide-surfaced pipes following heat treatment, although manufacturers may choose to apply it to blast-cleaned pipes as well Before the zinc application, it is essential that the pipe surface is dry and free from rust, non-adhering particles, and contaminants like oil or grease.
The metallic zinc coating must create a dense, continuous, and uniform layer on the external surface of the pipe, ensuring it is free from defects such as bare patches or poor adhesion Visual inspection will be used to verify the uniformity of the coating, and the mean mass of zinc per unit area, as measured in accordance with section 6.7, must meet the specified minimum requirements.
130 g/m 2 The purity of the zinc used shall be at least 99,99 %
The finishing layer must consistently cover the entire metallic zinc surface, ensuring there are no bare patches or adhesion issues Visual inspection will be used to verify the uniformity of the finishing layer According to measurement standards, the average thickness of the finishing layer should be at least 70 µm, with a local minimum thickness of no less than 50 µm.
Damage to coatings where the area of total removal of zinc and finishing layer has a width exceeding 5 mm and areas left uncoated (e.g under test token, see 6.7) shall be repaired
Repairs shall be carried out by:
Metallic zinc spray must adhere to the specifications outlined in section 4.4.2.2, or alternatively, a zinc-rich paint should be used that contains a minimum of 90% zinc by mass in the dry film Additionally, the average mass of the applied paint should not be less than 150 g/m².
application of a finishing layer complying with 4.4.2.2
4.4.3 Internal lining of high alumina cement mortar
Unless otherwise specified in the corresponding European Standard, the internal cement mortar lining of ductile iron pipes shall comply with the requirements of 4.4.3
The cement mortar lining of ductile iron pipes shall constitute a dense, homogeneous layer covering the total internal surface of the pipe barrel
It shall be works-applied by a centrifugal spinning process or a centrifugal spray head or a combination of these methods Smoothing with a trowel is permitted
Prior to application of the lining, the metal surface shall be free from loose material and oil or grease
The cement mortar mix must consist of high alumina cement with at least 40% alumina content, sand, and water, with the option to use chloride-free admixtures if needed The mass ratio of sand to cement should not exceed 3.5 During mixing, the water-to-cement ratio must be determined based on the manufacturing process, ensuring compliance with specified standards, and should not exceed 0.38 in the fresh lining immediately after application.
The sand used must be appropriately graded for the lining process and thickness, ensuring it is free from organic impurities and fine clay particles that could compromise the quality of the lining.
The water used in the mortar mix shall be drinking water quality or water that has no harmful effect on the characteristics of the lining
After application of the fresh lining, controlled curing shall be carried out so as to provide sufficient hydration to the cement
The cured lining shall comply with 4.4.3.2, 5.8, 5.9 and 5.10
The nominal thickness of the cement mortar lining must adhere to the tolerances specified in Table 4 According to section 6.9, the measured lining thickness should fall within these established tolerances.
The cement mortar lining must have a uniform and smooth surface, allowing for acceptable trowel marks and sand grain protrusions However, it is crucial that there are no recesses or defects that compromise the minimum thickness specified in Table 4 Grinding the lining to eliminate the top surface of the internal layer is allowed, provided that the finished lining meets all requirements outlined in section 4.4.3.
Fine crazing and hairline cracks can occur on cement-rich surfaces in dry linings, along with shrinkage cracks that are typical of cement-bound materials Following the curing process and under standard storage conditions, the width of these cracks and any radial displacement (disbondment) must remain within the limits specified in Table 4.
Table 4 — Thickness of cement mortar lining
DN Thickness Maximum crack width and radial displacement Nominal value Limit deviation a
1400 to 2000 9 − 3,0 0,8 a The lower limit only is given
Cement mortar linings at pipe ends may have a chamfer of maximum length 20 mm
Storing pipes and fittings in a hot, dry environment can lead to metal expansion and mortar shrinkage, resulting in disbondment and shrinkage cracks that exceed the limits specified in Table 4 Upon re-exposure to water, the lining absorbs moisture, causing it to swell and the cracks to close, ultimately healing through an autogenous process.
Repairs to areas of damaged linings shall be effected by the use of either cement mortar (see 4.4.3.1) or a compatible polymer mortar; application may be by hand held implement
Before applying the repair mortar, ensure that the damaged area is cut back to the sound lining or metal surface, and remove all loose materials Upon completion of the repair, the cement lining must adhere to the specifications outlined in sections 4.4.3.1, 4.4.3.2, and 5.10.
4.4.4 Coating of the joint areas
The coating shall uniformly cover the whole surface; it shall have a smooth regular appearance and be free from defects which may affect its function
The coating must meet the minimum thickness specified in section 5.8 According to section 6.8, the measured coating thickness should not fall below the minimum thickness outlined in the manufacturer's quality plan.
Coatings for fittings and accessories
Fittings, accessories and pipes not centrifugally cast shall be delivered with an external and internal epoxy coating, conforming to 4.5.2
This shall not preclude special coating arrangements for products which deviate from the requirements of this document for specific design reasons Annex B indicates possible alternative coatings
NOTE Annexes B and C give advice on the field of intended use for fittings and accessories with coatings and linings according to this document
The coating shall comply with the applicable requirements of EN 14901 In addition the requirements for chemical resistance (see 5.8) and for abrasion resistance (see 5.9) shall apply.
Marking of pipes and fittings
All pipes and fittings shall be legibly and durably marked and shall bear at least the following information:
identification of the year of manufacture;
PN rating of flanges for flange components;
identification of the application (gravity or pressure);
reference to this European Standard, i.e EN 598 or EN 545 for pressure fittings
In addition, pipes of DN > 300 suitable for cutting shall be identified (unless all pipes of the same DN are suitable for cutting)
The initial five markings must be either cast-on or cold stamped, while the remaining two markings can be applied using various methods, such as painting on the casting or affixing them to the packaging.
For CE marking and labeling, ZA.3 is applicable When ZA.3 mandates that the CE marking includes the same information specified in this subclause, the conditions outlined in this subclause are fulfilled.
Leak tightness
Sewer systems made with ductile iron components must be leak-tight at the pressures specified in Table 5, based on their typical operational methods This requirement holds true under all standard service conditions, accounting for expected external loads and joint movements, including angular, radial, and axial shifts.
Internal pressure External pressure bar bar
Positive pressure See PFA in Annex A see PMA in Annex A 1
4.7.2 Leak tightness of pipeline components
Pipes, fittings, inspection chambers, and manholes must be leak-tight under their intended conditions According to section 6.5, pipes and fittings designed for positive pressure applications should show no visible leakage, sweating, or any indication of failure during testing.
When tested in accordance with 6.6, pipes and fittings for negative pressure applications shall exhibit no visible leakage, sweating or any other sign of failure
Pipes, fittings, inspection chambers and manholes for gravity applications shall comply with the performance requirements of 5.4
All joints shall be leak tight when used under the conditions for which they are designed (see 4.7.1) All joints shall comply with the performance requirements of 5.5
General
The performance of pipes, fittings, accessories, and joints must comply with the requirements outlined in Clauses 5.2 to 5.10, ensuring their suitability for sewerage applications as per EN 476 Each grouping specified in Table 6 requires at least one performance test, with a designated DN representing the grouping when performance is consistent across the size range If a grouping includes products with varying designs or manufacturing processes, it must be subdivided Additionally, if a grouping consists of only one DN from a manufacturer, it may be included in an adjacent grouping if it shares identical design and manufacturing processes.
Table 6 — DN groupings for performance tests
Longitudinal bending of pipes (see 5.2) DN 80 to
Diametral stiffness of pipes (see 5.3)
Leak tightness for gravity pipelines (see 5.4)
Joint tightness to positive internal pressure (see 5.5.2)
Joint tightness to negative internal pressure (see 5.5.2)
Joint tightness to positive external pressure (see 5.5.2)
Joint tightness to cyclic internal hydraulic pressure (see 5.5.2)
Chemical resistance to effluents (see 5.8)
DN 80 to DN 2000 Abrasion resistance (see 5.9)
Strength of the cement mortar lining (see 5.10)
Longitudinal bending of pipes
When tested according to 7.2, pipes with an aspect ratio (length/diameter) equal to or greater than 25 shall comply with 5.2.2 and subsequently 5.2.3
The pipes shall withstand the maximum service bending moments given in Table 9 without residual deflection and without visible damage to their external and internal coatings
After the integrity test specified in 5.2.2, the pipes shall withstand the proof bending moments given in Table 9 without failure of the iron wall.
Diametral stiffness of pipes
When tested according to 7.3, the pipes shall comply with the requirements of 5.3.2 and subsequently 5.3.3
The pipes must have a diametral stiffness that meets or exceeds the minimum values outlined in Table 10, ensuring they can endure the specified test loads without exceeding the allowable ovalization limits Additionally, the ovalization must be measured and documented as per section 5.3.3.
It is essential to ensure that both internal and external coatings remain undamaged to maintain their performance However, localized damage to the external coating in the bearing area is permissible.
NOTE 1 As ductile iron pipes are not subject to creep, the short-term and long-term values of the diametral stiffness are identical
NOTE 2 The designed heights of cover of buried pipes, which depend largely on the diametral stiffness, are given in Annex D
The pipes shall withstand twice the ovalization attained in the integrity under service conditions test (5.3.2) without failure of the iron wall.
Leak tightness of components for gravity pipelines
When tested in accordance with 7.4, pipes, fittings, inspection chambers and manholes shall exhibit no visible leakage, sweating or any other sign of failure.
Leak tightness of flexible joints
All joints shall be designed to be fully flexible; consequently, the allowable angular deflection declared by the manufacturer shall be not less than :
All joints shall be designed to provide axial movement; the allowable withdrawal shall be declared by the manufacturer
NOTE This permits the installed pipeline to accommodate ground movements and/or thermal effects without incurring additional stresses
All joint designs must undergo performance testing under the most unfavorable conditions of tolerance and joint movement This includes testing the joint of maximum annulus, which should be aligned and withdrawn to the manufacturer's allowable value while subjected to shear Additionally, the joint must be deflected to the allowable value specified by the manufacturer.
The joints shall exhibit no visible leakage when subjected to the tests given in Table 7
Table 7 — Performance tests for joints
Test Test requirements Test conditions Test method
2 bar for gravity or negative pressure pipelines
(1,5 PFA + 5) bar for positive pressure pipelines
Joint of maximum annulus, aligned and withdrawn, with shear load
Joint of maximum annulus, deflected
2 Negative internal pressure Test pressure: − 0,9 bar a
Test duration: 2 h Maximum pressure change during test period: 0,09 bar
Joint of maximum annulus, aligned and withdrawn, with shear load
Joint of maximum annulus, deflected
Test pressure: 2 bar Test duration: 2 h
Joint of maximum annulus, aligned, with shear load
Test pressure: between PMA and (PMA – 5) bar
Joint of maximum annulus, aligned and withdrawn, with shear load
Joints designed for applications deeper than 5 meters below water level, such as in rivers, lakes, or aquifers, must withstand a pressure of 0.9 bar below atmospheric pressure, equating to approximately 0.1 bar absolute pressure Additionally, these joints are suitable for positive pressure applications.
Test 3 (positive external pressure) may be omitted for mechanical joints, provided they have been performance-tested according to tests 1 and 2
All joints must undergo performance testing at the limits of manufacturing tolerance, ensuring that the annular gap between the sealing surfaces of the socket and spigot is equal to the maximum design value, with a permissible variation of minus 5% It is acceptable to machine the internal surfaces of the socket to achieve the necessary annulus for the performance test, even if this results in a diameter that slightly exceeds normal manufacturing tolerances.
All joints must undergo performance testing using a spigot with an average iron wall thickness that is 10% above the specified minimum value for the corresponding pipe, with no allowance for reduction It is allowed to machine the bore of the spigot end of the test pipe to meet the required thickness.
All joints must undergo performance testing to ensure they can withstand a minimum shear force of 30 times the nominal diameter (DN) in newtons, factoring in the weight of the pipe, its contents, and the configuration of the test assembly (refer to section 7.5).
All restrained joints must be designed to be at least semi-flexible, ensuring that the manufacturer's specified allowable angular deflection is no less than half of the value indicated in section 5.5.1.
All restrained joint designs shall be performance tested in accordance with 7.5 to 7.8 following the requirements of 5.5.2 and 5.5.3, except that:
the withdrawal condition of 5.5.2 a) shall not apply;
there shall be no external axial restraint in positive internal pressure tests so that the joint is subjected to the full end thrust
During the positive internal pressure tests, the axial movement shall reach a stable value and cease
A restrained joint with independent restraining mechanisms and sealing components is exempt from tests 2 and 3 of section 5.5.2, provided that the unrestrained version of the joint has successfully passed these tests.
Flanged joints
The performance requirements of flanged joints shall be in accordance with EN 545.
Pipes with screwed or welded flanges
The performance requirements of pipes with screwed or welded flanges shall be in accordance with EN 545.
Chemical resistance to effluents
Long-term performance of pipes, fittings, and joints, excluding those designed solely for rainwater transport, must be validated through six-month exposure tests to both acid and alkaline solutions as specified in section 7.9 The applicable field of use is detailed in Annex C.
After six months of testing, the following conditions shall be met:
thickness of the cement mortar lining shall be within 0,2 mm of the original thickness;
there shall be no visible cracking, blistering or disbonding of the epoxy or polyurethane based coatings (fittings, pipe spigots and sockets and pipe linings);
there shall be no visible cracking on the rubber gasket; its hardness, tensile strength and elongation shall remain in conformity with the specified values
Different combinations of coatings can be evaluated using the same method, and the pH values can be adjusted to illustrate the long-term performance in various environments.
The test method outlined in section 7.9 has been enhanced from the first edition of this European Standard to improve result reproducibility Materials that have previously passed performance testing under the earlier edition do not need to be retested, as long as there have been no changes in materials, design, or manufacturing methods that could negatively impact the product's chemical resistance.
Abrasion resistance
Pipes must demonstrate an abrasion depth of no more than 0.6 mm after 100,000 movements (50,000 cycles) for all types of cement linings, while epoxy or polyurethane linings should not exceed an abrasion depth of 0.2 mm when tested according to standard 7.10.
In order to test the abrasion resistance of fittings, pipes may be lined as fittings, and tested according to 7.10
The updated test method in section 7.10 enhances the reproducibility of results compared to the first edition of this European Standard Materials that have previously passed performance tests under the original method may not require re-testing with this edition, as long as there are no changes in materials, design, or manufacturing methods that could negatively impact the product's abrasion resistance.
Strength of the cement mortar lining
When measured according to 7.1, the compressive strength of the cement mortar lining after 28 days of curing shall be not less than 50 MPa
The compressive strength of the lining is directly related to other functional properties such as high density, good adhesion and low porosity
The compressive strength of the lining must be measured during the initial performance test and whenever there is a change in the manufacturing process or the raw materials utilized.
Pipe dimensions
Pipe wall thickness compliance shall be demonstrated by the manufacturer He may use a combination of various means, e.g direct wall thickness measurement, mechanical or ultrasonic measurement
The iron wall thickness shall be measured by suitable equipment having an error limit of ± 0,1 mm
Socket and spigot pipes must be measured at the spigot end using a circumferential tape or pass-fail gauges They should also undergo a visual inspection to ensure they meet the allowable ovality standards If there is any uncertainty, the maximum and minimum spigot axes should be measured with appropriate equipment or verified using pass-fail gauges.
The internal diameter of lined pipes must be measured using appropriate equipment This can be done by either taking two measurements at right angles, at least 200 mm from the end face, and calculating the mean value, or by using a system of pass/fail gauges to assess the bore of the pipe.
The length of socket and spigot pipes shall be measured by suitable equipment
on one pipe from the first batch of pipes cast from a new mould, for as-cast pipes, or
on the first pipe, for pipes which are systematically cut to a pre-set length.
Straightness of pipes
The pipe must be either rolled on two gantries or rotated around its axis on rollers, with the distance between the rollers being at least two-thirds of the standardized pipe length.
The point of maximum deviation from the straight axis shall be determined and the deviation measured at that point.
Tensile testing
The thickness of the sample and the diameter of the test bar shall be as given in Table 8
A sample will be taken from the spigot end of the pipe, which can be cut either parallel or perpendicular to the pipe axis However, in the event of a dispute, the sample cut parallel to the axis will be the one utilized.
6.3.1.3 Pipes not centrifugally cast, fittings and accessories
Samples may be cast integrally with the castings or separately, at the manufacturer's discretion If cast separately, they must be made from the same metal as the castings Additionally, any heat treatment applied to the castings must also be applied to the samples.
A test bar will be machined from each sample to ensure it accurately represents the metal at the mid-thickness, featuring a cylindrical section with a diameter specified in Table 8.
The test bar must have a gauge length that is at least five times its nominal diameter, and its ends should be designed to fit the testing machine.
The surface roughness profile of the cylindrical part of the test bar shall be such that Rz ≤ 6,3 àm
If the test bar's diameter exceeds 60% of the sample's minimum thickness, it is permissible to either machine a test bar with a smaller diameter or to extract another sample from a thicker section of the pipe.
Table 8 — Dimensions of test bar
Nominal diameter of the test bar
Limit deviations on diameter Tolerance on shape a
Centrifugally cast pipes, with a wall thickness (mm) of:
6 up to but not including 8 3,5
8 up to but not including 12 5,0
Pipes not centrifugally cast, fittings and accessories:
• sample thickness 12,5 mm for casting thickness less than
• sample thickness 25 mm for casting thickness 12 mm and over
14,0 ± 0,09 0,04 a Maximum difference between the smallest and the largest measured diameter of the test bar
Tensile strength is determined based on the nominal diameter of the test bar, provided it meets the tolerances specified in Table 8 If the test bar does not meet these tolerances, the tensile strength is calculated using the actual diameter, which must be measured before testing This measurement should be taken with a device that has an error limit of ≤ 0.5% and the actual diameter must fall within ± 10% of the nominal diameter.
The tensile test shall be carried out in accordance to EN 10002-1
Test results must align with Table 3 If they do not, the manufacturer must investigate the cause of any mechanical property failures in the metal and ensure that all castings in the batch are either re-heat treated or rejected Re-heat treated castings must be re-tested according to section 6.3 In the event of a defect in the test bar, a further test must be conducted; if it passes, the batch is accepted, otherwise, the manufacturer should follow the same procedure as outlined above.
The manufacturer can minimize rejection rates by conducting tests that ensure a rejected batch of castings is flanked by successful tests at both ends of the production order.
Brinell hardness
Brinell hardness tests must be conducted on either the relevant casting or a sample taken from it Prior to testing, the surface should be properly prepared through slight local grinding The test should adhere to EN ISO 6506-1 standards, utilizing a hard metal ball with a diameter of 2.5 mm, 5 mm, or 10 mm.
Works leak tightness test for pipes and fittings for positive pressure pipelines
Pipes and fittings must undergo testing as specified in sections 6.5.2 or 6.5.3 prior to the application of their external and internal coatings, with the exception of metallic zinc coatings on pipes, which can be applied beforehand.
The testing equipment must be capable of applying the required test pressures to pipes and fittings, and it should include an industrial pressure gauge with an accuracy limit of ± 3%.
The internal hydrostatic pressure must be gradually increased to a minimum test pressure of 32 bar for pipes up to DN 300 and 25 bar for pipes exceeding DN 300 This test pressure should be sustained long enough for a thorough visual inspection of the pipe barrel The entire pressure cycle must last at least 15 seconds, with a minimum of 10 seconds at the specified test pressure.
6.5.3 Pipes not centrifugally cast and fittings
At the manufacturer’s option, they shall be submitted to a hydrostatic pressure test, to an air test or to a vacuum test of equivalent performance
When a hydrostatic pressure test is carried out, it shall be as indicated in EN 545 for pipes not centrifugally cast and fittings
An air test must be conducted at a minimum internal pressure of 1 bar, with a visual inspection lasting at least 10 seconds For effective leak detection, the castings should either be uniformly coated on their external surface with an appropriate foaming agent or submerged in water.
A vacuum test involves detecting gas leakage by exposing a casting to a vacuum, either from the inside or outside, while the non-evacuated side is subjected to a known gas.
Works leak tightness test for pipes and fittings for negative pressure pipelines
All pipes and fittings must undergo an air test at a minimum internal pressure of 1 bar, with visual inspections lasting at least 10 seconds for fittings and 1 minute for pipes To detect leaks, pipes and fittings should be submerged in water or evenly coated with an appropriate foaming agent on their external surfaces.
Zinc mass
A rectangular token with a specified weight per unit area will be affixed longitudinally along the pipe's axis prior to its passage through the coating equipment Following the zinc coating and trimming process, the dimensions of the token will be finalized.
500 mm × 50 mm It shall be weighed on a scale having an error limit of ± 0,01 g
The mean mass M of zinc per unit area shall be determined from the mass difference before and after coating
M is the mean mass of zinc in grammes per square metre;
M 1 and M 2 are the masses of the sample token, in grammes, before and after coating;
C is the predetermined correction factor, taking account of the nature of the token and of the difference in surface roughness between the token and the iron pipe;
A is the actual area of the trimmed token, in square metres
The value of C is generally between 1 and 1,2 and shall be given in the manufacturer's FPC procedures
The uniformity of the coating shall be checked by visual inspection of the token; in the event of a lack of uniformity,
50 mm × 50 mm pieces shall be cut from the token in the lighter mass zones and the mean mass of zinc determined on each piece by mass difference
The mass of zinc per unit area on the coated pipe can be directly measured using methods that have a proven correlation with the established reference method, such as X-ray fluorescence or chemical analysis.
Thickness of paint coatings
The dry film thickness of paint coatings shall be measured by one of the three following methods:
To ensure accurate measurement of film thickness on castings, suitable gauges such as magnetic gauges or wet film thickness gauges can be employed, provided there is a demonstrated correlation between wet and dry film thickness.
A token is affixed to the casting prior to coating and is utilized post-coating to assess the dry film thickness This measurement can be conducted through mechanical methods, such as using a micrometer, or by employing a weight method akin to the one described in section 6.7.
indirectly on a test plate made of steel or of ductile iron, which is coated by the same process as the castings to be controlled
To ensure proper control of each casting, a minimum of three measurements must be conducted, whether on the casting itself, a token, or a test plate The mean thickness is calculated as the average of these measurements, while the local minimum thickness represents the lowest measurement recorded It is essential for the manufacturer to document the method used in their established FPC procedures.
Thickness of cement mortar lining
During the manufacturing process, the thickness of the freshly applied lining must be measured using a spear with a diameter of 1.5 mm or less Once the lining has hardened, its thickness should be verified with an appropriate gauge, such as a magnetic gauge.
For pipes, the measurements shall be taken approximately 200 mm from the end face The manufacturer’s process control system shall specify the frequency of this test
Compressive strength of the cement mortar lining
The compressive strength shall be the arithmetic mean of six compressive strength tests performed on three prism samples after 28 days of curing
The compressive strength shall be determined by a performance-test in accordance with EN 196-1, except that:
sand, cement and the water used for the prism samples are identical with those used for the mortar before application of the lining;
sand/cement ratio used for the prism samples is equal to that used for the mortar before application of the lining;
water/cement ratio used for the prism samples is equal to that of the lining immediately after application to the pipe wall;
test samples are prepared using either an impact table (in accordance with EN 196-1) or a vibrating table
(2 min at 63 Hz) when the water/cement ratio is below 0,35
NOTE This takes into account the influence of the centrifugal spinning process which allows expelling the excess water.
Longitudinal bending of pipes
The test involves a finished pipe supported at two points 4 m apart, with a load applied at the midpoint using a loading block Both supports and the loading block feature a V shape of 120° and are covered with a 10 mm ± 5 mm thick elastomer, having a hardness of at least 50 IRHD, with a maximum width of 100 mm Prior to testing, the pipe must be immersed in water at ambient temperature for about 24 hours.
During the initial phase of the test, the load will be gradually increased until the pipe reaches the maximum service bending moment specified in Table 9, which will be maintained for a duration of 10 minutes Following this period, the load will be released, and a visual inspection of the pipe will be conducted.
In the second phase of the test, the load on the pipe is gradually increased until it reaches the proof bending moment specified in Table 9, with a loading rate not exceeding 2 kN/s The proof load will then be applied for testing purposes.
Maximum service bending moments Proof bending moments kN⋅m kN⋅m
Gravity pipe Pressure pipe Gravity pipe Pressure pipe
The proof bending moments have been restricted to a value lower than the bending moment calculated using the equation provided in Note 2, to prevent local deformation of the pipe wall near the supports.
NOTE 1 These bending moments, expressed in kilonewton metres, are achieved by application of loads F of the same numerical value, expressed in kilonewtons
NOTE 2 The bending moments are calculated by the following equation: e D R
M is the bending moment, in kilonewton metres;
Rf is the allowable stress in the pipe wall, in megapascals;
D is the mean pipe diameter (DE − e), in millimetres;
DE is the nominal pipe extemal diameter, in millimetres (see Table 11); e is the minimum pipe wall thickness, in millimetres (see Table 11)
The maximum service bending moments are calculated with Rf = 250 MPa and the proof bending moments with Rf = 420 MPa.
Diametral stiffness of pipes
The test will be conducted on a pipe section measuring 500 mm ± 20 mm in length, sourced from a completed pipe barrel This section will be positioned on a support that is approximately 200 mm wide and 600 mm long, featuring a V shape with an angle ranging from 170° to 180° The load will be applied at the crown of the pipe using a loading beam.
The V support and loading beam must be covered with a 10 mm ± 5 mm thick elastomer sheet, with a hardness of at least 50 IRHD Prior to testing, the pipe section should be immersed in water at ambient temperature for about 24 hours.
The load must be gradually increased until it reaches the test load specified for the minimum diametral stiffness in Table 10, and maintained for one minute During this time, the vertical deflection of the pipe section should be measured and recorded, ensuring that the calculated ovalization does not exceed the allowable limits outlined in Table 10 Additionally, a visual inspection of the pipe section is required to confirm that there is no damage to the external and internal coatings that could impair their functionality.
The load shall then be increased until the vertical deflection reaches twice the value previously measured The load shall be kept constant for 1 min
Table 10 — Diametral stiffness test requirements
Test load, F Allowable pipe ovalization e calc kN/m² kN/m % mm
NOTE 1 The values for S have been calculated assuming a pipe wall thickness e calc equal to the nominal thickness minus half the limit deviation
NOTE 2 For gravity pipes DN 200 to 350, the values of the allowable pipe ovalization given in brackets apply for pipes with a flexible lining (epoxy or polyurethane)
NOTE 1 The ovalization is 100 times the measured vertical deflection in millimetres (caused by the applied load) divided by the measured pipe external diameter in millimetres
NOTE 2 The diametral stiffness, the vertical deflection and the applied load are linked by the following equation:
S is the diametral stiffness, in kilonewtons per square metre;
F is the applied load, in kilonewtons per metre length of pipe;
Y is the vertical deflection, in metres
NOTE 3 The diametral stiffness S of a pipe is calculated by the following equation: calc 3 3 e
S is the diametral stiffness, in kilonewtons per square metre;
E is the modulus of elasticity of the material, in megapascals (170 000 MPa);
I is the second moment of area of the pipe wall per unit length, in millimetres to the third power; e calc is the wall thickness of a pipe for calculation purposes;
D is the mean diameter of the pipe (DE − e calc ), in millimetres;
DE is the nominal pipe external diameter, in millimetres (see Table 11).
Leak tightness of components for gravity pipelines
Ductile iron pipes, fittings, inspection chambers, and manholes must be filled with water and properly vented to remove air The internal hydrostatic pressure should be increased to 2 bar and held steady for a minimum of 2 hours, during which a visual inspection for leaks will be conducted This test is to be performed at ambient temperature on coated products.
These performance tests may be performed at the same time as those described in 7.5 for joints.
Leak tightness of flexible joints to positive internal pressure
The test shall be carried out on an assembled joint comprising two pipe sections, each at least 1 m long (see Figure 3)
The test apparatus must provide adequate end and lateral restraints for joints in aligned, deflected, or shear load conditions, and it should include a pressure gauge with an accuracy of ± 3%.
A vertical force W is applied to the spigot end using a V-shaped block with a 120° angle, positioned approximately 0.5 DN in millimeters or 200 mm from the socket face, whichever is greater The socket must rest on a flat support The vertical force W should be calibrated so that the resultant shear force F across the joint matches the specified value in section 5.5.3.3, considering the mass M of the pipe and its contents, as well as the geometry of the test assembly.
= × where a, b and c are as shown in Figure 3
The test assembly must be filled with water and properly vented to remove air The pressure should be gradually increased to the specified test pressure, not exceeding a rate of 1 bar per second This test pressure must be maintained within ± 0.5 bar for a minimum of 2 hours, with thorough inspections of the joint conducted every 15 minutes It is essential to observe all necessary safety precautions throughout the pressure testing process.
For a restrained joint, the test assembly, apparatus, and procedure must remain consistent, with the exception of the absence of end restraint, allowing the axial thrust to be managed by the restrained joint being tested Additionally, any potential axial movement of the spigot should be recorded every 15 minutes.
Leak tightness of flexible joints to negative internal pressure
The test assembly and test apparatus shall be as given in 7.5, with the pipe sections axially restrained to prevent them moving towards each other
The test assembly must be devoid of water and evacuated to a negative internal pressure of 0.9 bar, as specified in section 5.5.2, before being isolated from the vacuum pump It should remain under vacuum for 2 hours, with the pressure variation not exceeding 0.09 bar during this period The test is to commence at a temperature ranging from 5 °C.
40 °C The temperature of the test assembly shall not vary by more than 10 °C for the duration of the test
For a restrained joint, the test assembly, the test apparatus and the test procedure shall be identical.
Leak tightness of flexible push-in joints to positive external pressure
The test assembly consists of two welded pipe sockets and one double-spigot piece, forming an annular chamber that enables the testing of one joint under internal pressure and another joint under external pressure.
The test assembly will undergo a vertical force W, equivalent to the shear force F specified in section 5.5.3.3 This load will be distributed equally, with half applied to the spigot end on each side of the assembly using a V-shaped block with a 120° angle The block will be positioned approximately 0.5 DN in millimeters or 200 mm from the ends of the sockets, depending on which measurement is larger, while the sockets will rest on a flat support.
The test assembly must be filled with water and properly vented to remove air The pressure should be gradually increased to a test pressure of 2 bar, which must be maintained within ± 0.1 bar for a duration of at least 2 hours During this period, the internal side of the joint exposed to external pressure should be inspected thoroughly every 15 minutes.
For a restrained joint, the test assembly, the test apparatus and the test procedure are identical.
Leak tightness of flexible joints to dynamic internal pressure
The test assembly and test apparatus shall be as given in 7.5 The test assembly shall be filled with water and suitably vented of air
The pressure will be gradually increased to the allowable maximum operating pressure (PMA) of the joint and will be automatically monitored through a specific pressure cycle This cycle includes: a) a steady reduction of pressure to (PMA – 5) bar; b) maintaining this pressure for a minimum of 5 seconds; c) a steady increase back to PMA; and d) holding PMA for at least 5 seconds.
The number of cycles shall be recorded and the test stopped automatically in the occurrence of a failure of the joint
In a restrained joint test, the assembly, apparatus, and procedure remain the same, but end restraint is removed to allow the axial thrust to be managed by the joint under examination Furthermore, axial movement at the spigot is recorded every 15 minutes.
NOTE All necessary safety precautions should be taken for the duration of the pressure test.
Chemical resistance to effluents
Two performance tests shall be carried out on test assemblies (see Figure 5) comprising:
pipe section with cement mortar lining, including a socket with epoxy or polyurethane based internal coating;
spigot end of a fitting, epoxy or polyurethane coated;
The pipe section and the spigot end of the fitting must both have a diameter of DN 200, with each measuring 0.5 meters in length.
The pipe section lined with cement mortar must be internally brushed with a hard plastic brush to eliminate loose sand and mortar particles, followed by cleaning with compressed air Prior to testing, the pipe section should be preconditioned by immersing it in water at ambient temperature for about 24 hours After this preconditioning, the initial thickness of the cement mortar lining must be measured in accordance with section 7.9.3.
The two test assemblies are positioned horizontally:
the first one shall be filled to mid-height with a solution of sulphuric acid at pH 3;
the second one shall be filled to mid-height with a solution of sodium hydroxide at pH 13
The assemblies are tested with a recirculating solution at an approximate flow rate of (1 ± 0,5) l/min The test temperature shall be (18 ± 2) °C
The pH value shall be regularly monitored and adjusted so that the change in pH is not more than ± 0,3 from the initial value
The Ca ++ concentration shall be regularly monitored and adjusted by addition of soft water or de-ionized water so that the concentration does not exceed 200 mg/l
At the end of the six month test period, the test assemblies shall be dismantled
The pipe section with the cement mortar lining shall be immersed in water at ambient temperature for approximately
To ensure accurate measurement of cement mortar lining thickness, it is essential to conduct measurements 24 hours prior to testing This involves measuring along two longitudinal lines at the 5 o’clock and 7 o’clock positions, with 15 evenly spaced measurement points on each line Consistency in the location of these points is crucial, and using a template is recommended for precision The thickness should be measured with an electromagnetic measuring device.
The thickness variation of the cement mortar lining is calculated as the average value of the individual thickness variations at each measurement point before and after testing
The necessary observations and measurements shall be carried out on the cement mortar lining, on the epoxy or polyurethane coatings and on the rubber gasket, to verify compliance with 5.8.
Abrasion resistance
The test will be conducted on a one-meter-long DN 200 pipe sample, which is sealed at both ends after the test material is enclosed To prepare the pipe section, it will be internally brushed with a hard plastic brush to eliminate loose sand and mortar, followed by cleaning with compressed air.
Before test, the cement mortar lined pipe section shall be immersed in water at ambient temperature for approximately
The thickness of the cement mortar lining will be measured at 15 evenly spaced points along a longitudinal line at the 6 o’clock position, excluding 150 mm from both ends To ensure consistency, the measurement points must be identical before and after testing, ideally using a template An electromagnetic measuring device will be utilized for accurate thickness measurements.
The test material must include natural siliceous gravel, achieving a height of 38 mm ± 2 mm above the invert, with sufficient water to maintain this level The gravel particles should be rounded, not crushed, and range in size from 2 mm to 10 mm, with an average size of about 6 mm.
The pipe sample shall be fixed horizontally on a testing device capable of inclining the sample successively to an angle of plus 22,5° and minus 22,5° every 3 s to 5 s
The pipe sample will be analyzed after 100,000 movements or 50,000 cycles, with the abrasion depth of the cement mortar lining determined by the difference in average thickness before and after testing.
The test shall be carried out on a one metre long DN 200 pipe sample, closed at both ends after enclosing the test material
The epoxy or polyurethane lining thickness shall be measured along a longitudinal line located at 6 o’clock at
The measurement process involves 15 evenly spaced points along each line, with 150 mm excluded from both ends To ensure consistency, the locations of these measurement points should remain identical before and after testing, ideally utilizing a template Thickness is assessed using an electromagnetic measuring device.
The test material must include natural siliceous gravel, achieving a height of 38 mm ± 2 mm above the invert, with sufficient water to maintain this level The gravel particles should be rounded, not crushed, and range in size from 2 mm to 10 mm, with an average size of about 6 mm.
The pipe sample shall be fixed horizontally on a testing device capable of inclining the sample successively to an angle of plus 22,5° and minus 22,5° every 3 s to 5 s
The pipe sample will be analyzed after 100,000 movements or 50,000 cycles The abrasion depth of the epoxy or polyurethane lining is determined by calculating the difference in average thickness before and after the testing.
Socket and spigot pipes
The dimensions of socket and spigot pipes shall be as given in Table 11 The values of L u are given in Table 2 For external and internal coatings see 4.4
The values of DE and their limit deviations apply also to the spigot ends of fittings (see 4.2.2.1)
OL overall length, in metres
X maximum insertion depth, in metres
L u = OL – X is the effective length, in metres
Figure 6 — Socket and spigot pipes
External diameter, DE Iron thickness, e mm mm
Nominal Limit deviation Nominal Limit deviation a Nominal Limit deviation a
2000 2 082 + 1/ − 9,0 22,5 − 3,3 a The minimum thickness can only appear locally at a few distinct points, not along the length or the circumference of the pipe.
Fittings for gravity sewers
The standardized DN of collars (see Figure 7) are all those from DN 80 to DN 2000
The standardized DN of manhole connectors (see Figure 8) are all those from DN 150 to DN 2000
Standardized double socket bends range from DN 80 to DN 2000, as illustrated in Figure 9 Manufacturers are required to provide information regarding the angles α of their bends.
The standardized diameters (DN) for angle branches range from DN 100 to DN 500 for the body and from DN 80 to DN 250 for the branch Manufacturers are required to provide information regarding their DN and dn combinations, types of ends (socket or spigot), and branch angles.
The standardized DN for connection branches ranges from DN 100 to DN 250, designed for pipes with diameters between DN 200 and DN 2000 Manufacturers must provide detailed information regarding the types of ends (socket or spigot) compatible with various pipe materials, as well as the branch angles and the shape of the hole to be cut in the pipe, which can be circular, square, or rectangular.
Standardized DN inspection tees range from DN 100 to DN 800 Manufacturers must provide details regarding the type of end (socket or spigot) and the shape and dimensions of the access branch.
Standardized access traps range from DN 150 to DN 1400 Manufacturers are required to provide details regarding the shape and dimensions of the hole to be cut in the pipe, as well as the connection method to the pipe.
Fittings for pressure sewers and vacuum sewers
The types and dimensions of fittings shall be those given in EN 545
General
The conformity of ductile iron pipes, fittings, accessories and their joint with the requirements of this standard and with the declared values (including classes) shall be demonstrated by:
factory production control by the manufacturer, including product assessment
For testing purposes, products can be categorized into families, where the results of specific characteristics from any product in the family are deemed representative of those same characteristics for all products within that family.
Initial type testing
Initial type testing must be conducted to demonstrate compliance with this European Standard Previous tests that align with the standard's provisions—covering the same product, characteristics, test methods, sampling procedures, and conformity attestation systems—can be considered Furthermore, initial type testing is required at the start of production for a new product type or when a new production method is introduced that may impact the declared properties.
When using components with predefined characteristics from the manufacturer, reassessment is unnecessary if their performance and assessment methods remain unchanged, the characteristics are appropriate for the final product's intended use, and the manufacturing process does not negatively impact these established characteristics.
CE marked components and raw materials that comply with relevant harmonised European specifications are assumed to perform as indicated by the CE marking However, the manufacturer of ductile iron pipeline products remains responsible for ensuring that the overall product is properly designed and that its components possess the required performance values to meet the design standards.
All characteristics in Clause 5 shall be subject to initial type testing, with the following exceptions:
release of dangerous substances may be assessed indirectly by controlling the content of the substance concerned;
flange joints (see 5.6) and screwed or welded flanges (see 5.7) which are already assessed according to
Any significant change in the product, raw materials, suppliers, or production processes that affects one or more characteristics necessitates the repetition of type tests for the relevant attributes.
9.2.3 Treatment of calculated values and design
When compliance with this standard relies on calculations, type testing will focus on verifying these calculations and ensuring that the resulting products align with the design assumptions.
9.2.4 Sampling, testing and conformity criteria
Initial type testing shall be performed on samples of products representative for the manufactured product type
The random sampling method shall be used, except for the assessment of the leak tightness of joints which requires samples at the extreme of tolerances (see 5.5)
The number of test samples to be tested (or assessed) shall be in accordance with Table 12
Manufacturers must retain the results of all type tests for a minimum of 10 years following the last production date of the relevant product(s).
Table 12 — Number of test samples for initial type testing
Items to be tested Number of samples (minimum) Test method in accordance with
Internal pressure strength (1) 1 per DN Calculation
Longitudinal bending of pipes (2) 1 of the DN of the grouping 5.2
Integrity under service conditions DN 80 to 200 7.2 5.2.2
Diametral stiffness of pipes (3) 1 of each DN grouping 5.3
Integrity under service conditions DN 80 DN 300 DN 700 DN 1100 7.3 5.3.2
Resistance to ovalization to to to to 7.3 5.3.3
Leak tightness of components for gravity pipelines
DN 80 DN 300 DN 700 DN 1100 to to to to
Leak tightness of joints (4) 1 of each DN grouping 5.5
To internal hydrostatic pressure DN 80 DN 300 DN 700 DN 1100 7.5 5.5.2
To negative internal pressure to to To to 7.6 5.5.2
To cyclic internal pressure DN 250 DN 600 DN 1000 DN 2000 7.8 5.5.2
Chemical resistance to effluents 1 DN of the grouping 7.9 5.8
Abrasion resistance 1 DN of the grouping 7.10 5.9
Compressive strength of the cement mortar lining
Mean of 6 tests on 3 samples 7.1 5.10
NOTE Highlighted items are essential characteristics according to the mandate: (1) Internal pressure strength, (2) Longitudinal bending strength, (3) Maximum load for admissible deformation, (4) Tightness: gas and liquid.