I.3 Periodic surveillance, evaluation and approval of factory production control...66I.4 Audit testing of samples taken at the factory...66 I.5 Quality system ...67 Annex J normative Pro
Terms and definitions
For the purposes of this European Standard, the following terms and definitions apply.
A manhole is a vertical watertight structure designed to connect pipelines, facilitate changes in direction and level, and provide access for personnel and equipment for inspection and maintenance Additionally, it allows for aeration and ventilation within the system.
According to this European Standard, a precast manhole or inspection chamber is composed of specific units outlined in this clause and illustrated in Figure 1, with typical joint assemblies depicted in Figure 2.
NOTE 1 Joint details have been omitted, for clarity.
NOTE 2 Precast base slabs of structures can be integral with the base unit or a separate slab incorporating construction joints.
Elastomeric Elastomeric, Elastomeric, joint seal plastomeric or other plastomeric or sealing material other sealing material
3.1.2 inspection chamber structure as a manhole, but without access for personnel
The base unit features a vertical component with an integral base, designed to include or exclude benching It is equipped with flexible joints that ensure watertight connections to pipelines, and may also incorporate integral connecting pipes or adaptors as needed.
3.1.4 chamber or shaft unit vertical hollow component of uniform cross-section except at the joint profile Flexible joints to accommodate connecting pipelines may be provided as for a base unit
3.1.5 capping unit integral shaft unit and shaft cover slab
3.1.6 vertical unit base, capping, chamber or shaft unit
The cover slab unit serves as the horizontal roof for a chamber or shaft, featuring an access opening Above this opening, an adjusting unit or frame is specifically designed to fit with the cover.
3.1.8 reducing slab reducing unit forming the horizontal roof of a chamber and having an opening to accommodate a shaft unit above it
3.1.9 taper unit forming the sloping roof of a circular or elliptical chamber, thereby reducing the chamber to the size of the access opening
3.1.10 reducing unit taper (either used as a top or intermediate unit), cover slab or reducing slab
3.1.11 adaptor fitting that provides for connections to structures
3.1.12 connecting pipe short pipe with plain, spigot or socket ends
3.1.13 adjusting unit component without a joint or installed step, to adjust the total height of a structure and/or to accommodate an appropriate frame and cover
3.1.14 unit precast concrete component of a manhole or inspection chamber structure
3.1.15 type units of the same manufacturing process, shape or bore and material (unreinforced, steel fibre or reinforced concrete)
The nominal size numerical designation refers to the size of a component within a structure, represented by a convenient integer that closely approximates the manufacturing dimensions in millimeters For circular units, this designation is based on the internal diameter (DN), while for units with rectangular or elliptical internal shapes, it is determined by the internal length and width (LN/WN).
3.1.17 rectangular shape shape of a rectangle (including a square), or one having chamfered or rounded corners
An elliptical shape is a compound curve that resembles an ellipse, consisting of two opposing pairs of circular arcs, where one pair has a larger radius than the other.
3.1.19 internal height dimension of a unit relating to the jointing faces or invert as shown in Figure 3
Figure 3 — Illustration of internal height of vertical units and tapers
3.1.20 integrated seal seal incorporated into a unit during manufacture
3.1.21 strength class minimum crushing load in kilonewtons per metre, divided by one thousandth of either a unit's nominal size (DN) or nominal length (LN)
3.1.22 minimum crushing load load that a unit is required to withstand
3.1.23 ultimate (collapse) load maximum load reached by the testing machine during a crushing or vertical strength test (i.e when the load- recording facility does not show any further increase)
3.1.24 proof load load that a steel fibre or reinforced concrete unit is required to withstand with a defined limit on cracking
3.1.25 concrete cover actual thickness of concrete over any reinforcement
3.1.26 characteristic value that value of a characteristic beyond which, with a 75 % confidence level, 5 % of the population of all possible measurements of the specified material may fall
NOTE A 75 % confidence level is recommended in ISO 12491.
3.1.27 inspection process of measuring, examining, testing, gauging or otherwise comparing a unit with the applicable requirements
3.1.28 routine inspection inspection by sampling at prescribed intervals in order to determine the acceptability of the items represented by the samples
Continuous inspection involves routine evaluations based on a sampling plan that specifies the number of units from a particular process This process ensures that these units have achieved and maintain a state of control, adhering to established acceptance criteria.
3.1.30 sample one or more units selected at random without regard to their quality
A group is defined as a clearly identifiable collection of units that are manufactured using the same process Units of varying nominal sizes can be included in this group, as long as the ratio of the largest nominal size to the smallest does not exceed 2.
3.1.32 specific process manufacture of units of the same nominal size, strength and type, essentially under the same conditions over any period of time
The state of statistical control refers to a condition where the variations in observed sampling results are due to random chance causes that remain consistent over time.
3.1.34 switching rules rules that govern the decision to increase or decrease the severity of inspection
Symbols
Table 2 gives the meanings of symbols, units and references used in this European Standard.
A w absorption of water by immersion per cent D.5 a s distance between additional shear load and centre of joint seal metres C.7.3
F a effective crushing test result kilonewtons per metre A.5, H.3.2, H.4.1,
F c proof load kilonewtons per metre 5.2.3, A.1, A.4.3, H.3.2, H.4.1
F d vertical load on step kilonewtons 4.3.7.1, 4.3.7.2, E.2.1
F l horizontal pull-out force on step kilonewtons 4.3.7.1, 4.3.7.2, E.2.2
F n minimum crushing load kilonewtons per metre 4.3.5, 5.1.2, 5.2.3, A.1, A.4.3,
F u ultimate (collapse) load kilonewtons per metre 5.1.2, A.1, A.4.3, B.4.1, B.4.2,
The minimum vertical crushing load, denoted as Fv, is measured in kilonewtons and is referenced in sections 4.3.6, B.4.1, H.4.1, and H.4.2 The bending tensile stress in concrete is represented by fbt in megapascals, while the characteristic bending tensile stress is indicated as fch, also in megapascals Additionally, the characteristic concrete compressive strength is denoted as fck in megapascals, and the design bending tensile stress in concrete is referred to as fdes, measured in megapascals.
G test per group - G h internal height metres 3.1, A.4.1, A.4.2, A.5, B.4.1
J test per 500 produced per group, with a minimum of one per month
- G k acceptability constant - H.4.1, H.4.2, J l l distance between centres of adjacent joint seals metres C.7.3 m 1 constant mass of immersed sample kilograms D.4.1, D.5 m 2 constant mass of dry sample kilograms D.4.2, D.5
N test per nominal size - G n number of consecutive samples - H.4.1, H.4.2, J
P * effective self-weight of load bearers kilonewtons A.5
R s additional shear load kilonewtons C.7.3 r m mean radius of unit millimetres J
S test per type, nominal size and strength class - G s estimated standard deviation - H.4.1, H.4.2, J
The initial type test, specified in section 6.1, involves measuring the design wall thickness in millimeters as outlined in section A.1 The average measured wall thickness at the point of contact with the single bearer is denoted as \( t_{act} \) in millimeters Additionally, the minimum permissible wall thickness at this contact point is represented as \( t_{min} \) in millimeters.
W test per type, nominal size and same wall thickness - G
W w weight of connecting pipe filled with water kilonewtons C.7.3 x measured value - H.4.2, J x arithmetic sample mean - H.4.1, H.4.2, J
Y test per type, size and strength produced, per 1 000, with a minimum of one per type and year
Z test per type of step and method of installation - G ò included testing angle degrees A.4.1 σ known standard deviation - H.4.1, H.4.2
Materials
General
Materials under the scope of this European Standard shall be as listed in Table 3.
In cases where European Standards are not yet available, it is essential to establish complementary requirements for the reference specifications of materials These requirements should be based on national standards or, if such standards do not exist, on applicable regulations or provisions relevant to the location where the units will be utilized.
Table 3 — Materials under the scope of this European Standard
Material Supplementary requirements to the reference specification
Aggregates must be free from harmful substances that could negatively impact the setting, hardening, strength, watertightness, or durability of concrete, as well as prevent corrosion of steel Manufacturers are allowed to adjust standard gradings to accommodate their production processes.
Mixing water must be free from harmful substances that could negatively impact the setting, hardening, strength, watertightness, or durability of concrete, and should not lead to the corrosion of steel.
Admixtures Admixtures, when used, shall not impair the durability of the concrete, nor cause corrosion of any steel.
Additives must be free from harmful substances that could negatively impact the setting, hardening, strength, watertightness, or durability of concrete, and should not lead to the corrosion of steel.
Steel fibres Steel fibres shall:
- be manufactured from hard drawn steel wire and having a characteristic tensile strength of not less than 1 000 Mpa (N/mm 2 ) when determined in accordance with EN 10002-1;
- have a shape and/or surface texture that ensures their mechanical anchorage in the concrete.
Reinforcing steel must be weldable when welding is required and can be plain, indented, profiled, or ribbed Consistent materials should be utilized in the production of any welded fabric, and in the absence of alternative specifications, ISO 10544 should be followed for reinforcing steel.
Steps None. a Drinking water from public supply is generally suitable for the manufacture of concrete.
Joint seals
Joint seals for connections between vertical units and pipelines shall conform to EN 681-1 and shall be supplied by the manufacturer of the units either integrated or supplied separately.
Alternative sealing materials and methods for joints between vertical components are allowed, as indicated in the factory documents The manufacturer is required to provide information regarding the sources of these materials and the methods employed to comply with the specifications outlined in section 6.6.
Concrete
Concrete materials
Only materials as described in 4.1.1 shall be used.
Concrete strength
In cases where this European Standard does not require routine performance testing to verify the conformity of units with structural requirements, the characteristic compressive strength of concrete, denoted as f ck, must be confirmed through testing as outlined in section 6.8 The verified strength must meet or exceed the manufacturer's declared design strength specified in the factory documentation.
The design strength declared by the manufacturer in the factory documents for the purposes of 4.2.2.1 shall be not less than 40 MPa (N/mm²).
Concrete quality
The concrete in any unit shall be dense, homogeneous and conform to the requirements of 4.2.4, 4.2.5 and 4.2.7.
Water content of concrete
Concrete must be composed in a way that the water-to-cement ratio, including any pozzolanic or latent hydraulic additives, aligns with the serviceability conditions specified in section 4.3.9.
4.2.4.2 Requirement for water/cement ratio
The ratio of water to cement plus any pozzolanic or latent hydraulic addition in the fully compacted state shall not be greater than 0,45.
Cement content of concrete
Concrete shall have such a composition that the minimum content of cement plus any pozzolanic or latent addition in the fully compacted state is consistent with the serviceability conditions in 4.3.9.
Chloride content of concrete
The maximum amount of chloride ion in the concrete shall be evaluated by calculation.
The calculated chloride ion content of the concrete shall not exceed the relevant value given in Table 4.
Table 4 — Maximum chloride content of concrete
Type of concrete Cl - by mass of cement Unreinforced
Water absorption of concrete
The water absorption of the concrete shall be tested in accordance with 6.7.
The water absorption of the concrete shall not exceed 6 % by mass.
Units
General
Units shall conform to the following requirements at the time of delivery.
Finish
Functional surfaces of joint profiles shall be free from irregularities that would preclude a durable watertight assembly.
Crazing in the cement-rich layer, along with hairline cracks due to shrinkage or temperature that do not exceed 0.15 mm in width, is acceptable For reinforced units, residual cracks from testing with the same width limitation are also permissible Additionally, manufacturers may soak a unit for up to 28 hours prior to measuring any crack widths.
Units with cracks other than those described above do not conform to this European Standard.
After any final treatment, a unit shall conform to all relevant requirements of this European Standard.
Geometrical characteristics
The internal height of vertical units and tapers shall conform to that stated in the factory documents.
4.3.3.2 Wall thickness of tapers and base units
The factory documents must specify the wall thickness of tapers and base units, ensuring it is at least 95% of the thickness of the corresponding connecting chamber or shaft unit, in accordance with the required crushing strength.
The maximum internal barrel length of a socketed pipe embedded in a base unit must equal the wall thickness of the base unit plus half the nominal pipe size in millimeters, capped at 500 mm For a cast-in spigotted pipe, this length may be extended by the spigot's length.
For units with steps, a minimum projection of 120 mm from the concrete face is required The vertical spacing in a finished structure must correspond to the internal height of the units, as illustrated in Figure 4, and should fall within the specified range.
According to the factory documents, single steps should be installed with a fixed tolerance of ± 10 mm, positioned alternately at centers within a vertical range of 270 mm to 300 mm Additionally, double steps must be aligned vertically above one another.
4.1 - Plan: Double step in rectangular unit 4.2 - Plan: Single steps in circular or elliptical unit 4.3 - Elevation A-A
NOTE Single or double steps can be used.
Figure 4 — Steps 4.3.3.5 Clear openings for man entry
Openings designed for man entry shall conform to the safety regulations or other provisions valid in the place of use of the units.
NOTE Safety requirements generally demand at least 600 mm diameter.
The joint profile must adhere to the specified design dimensions and tolerances outlined in the factory documentation Additionally, any other dimensional tolerances that may impact the joint's functionality should be considered as necessary.
Angular tolerances for connections to vertical units must be maintained within ± 3° horizontally Additionally, the level tolerances for these connections are set at ± 15 mm, ensuring there is no backfall between any inlet and outlet.
The minimum spacing between the outer surfaces of two connected pipes must be either the wall thickness of the connected unit or 100 mm, depending on which measurement is smaller.
Durability of joints between vertical units and connecting pipes or adaptors
The joint between a vertical unit and a connecting pipe or adaptor conforming to the requirements of EN 1916 shall also conform to the durability requirements of that standard.
Crushing strength of chamber and shaft units
A chamber or shaft unit must endure the minimum crushing load \( F_n \) based on its nominal size and strength class, tested vertically as per section 6.4 and A.4.2 Manufacturers may opt to test units horizontally according to A.4.1, which requires a reduction of \( F_n \) by 20% of the unit's weight Additional guidelines for steel fibre and reinforced concrete units are detailed in sections 5.1.2 and 5.2.3.
Vertical strength of reducing units and capping units
Cover slabs, reducing slabs, and capping units must endure a minimum vertical crushing load, denoted as F v, as per the testing standards outlined in section 6.5 This criterion is also applicable to tapers with a vertical height of the sloping face that is less than either (DNmax - DNmin) mm or (LNmax - DNmin) mm, depending on whether the chamber is circular or elliptical in shape, as illustrated in Figure 3.
DNmax or LNmax is the maximum opening of the taper;
DNmin is the minimum opening of the taper.
For reinforced concrete slabs and reinforced capping units, see also 5.2.4.1.
The minimum vertical crushing load F v for units as described in 4.3.6.1 and to be installed in areas for all types of road vehicles shall be 300 kN.
For reinforced concrete slabs and reinforced concrete capping units, see also 5.2.4.2.
Installed steps
Steps installed by the manufacturer within a unit shall support a vertical load F d and withstand a horizontal pull-out force F I when tested in accordance with 6.9.
When a vertical load of 2 kN is applied, the deflection should not exceed 5 mm for single steps and 10 mm for double steps Additionally, the permanent deflection must remain within 1 mm for single steps and 2 mm for double steps.
Steps shall withstand a horizontal pull-out force F l of 5 kN.
Watertightness
During testing as per section 6.6, individual vertical units or joint assemblies must not exhibit any leakage or visible defects throughout the test duration, with surface moisture not considered leakage Additionally, vertical units with a design wall thickness exceeding 125 mm are exempt from the hydrostatic test.
Serviceability
Units adhering to this European Standard are designed for use in humid environments and mildly aggressive chemical conditions, such as typical domestic sewage, treated industrial effluent, and various soils and groundwaters It is crucial to consider the potential for more severe conditions, particularly regarding the cement and any pozzolanic or latent hydraulic additives in the concrete.
NOTE Definitions of "slightly aggressive" and more severe chemical environments can be found in national standards for concrete.
Durability
The durability of installed units and their joints is specifically ensured by the following requirements:
a minimum strength of concrete where routine performance testing of the strength of units is not specified (see 4.2.2);
a maximum water/cement ratio of the concrete (see 4.2.4);
a maximum chloride content of the concrete (see 4.2.6);
a maximum water absorption of the concrete (see 4.2.7);
conformity to the criteria for demonstrating the durability of joints between vertical units and connecting pipes or adaptors (see 4.3.4);
a minimum concrete cover in reinforced units (see 5.2.2).
Units shall conform to the following special requirements at the time of delivery.
Steel fibre concrete units
Steel fibre content
The amount of steel fibres introduced into the concrete shall be not less than that stated in the factory documents.
Crushing strength of chamber and shaft units
A steel fibre concrete chamber or shaft unit shall conform to the following sequence of test requirements:
it shall withstand a proof load of 0,67 F n appropriate to its nominal size and strength for one minute without showing any crack;
the load shall be taken to ultimate (collapse) load F u which shall be greater than F n;
after the sustained load has fallen to 0,95 % or less of the ultimate (collapse) load it shall be released, then reapplied to 0,67 F n and supported for one minute.
Reinforced concrete units
Reinforcement
The reinforcement shall conform to 4.1.1 and the factory documents.
Reinforcement can be utilized in various forms, including helically wound configurations, concentric hoops, or suitable arrangements for slabs and rectangular or elliptical units Additionally, it may be constructed from steel fabric that is securely connected.
Reinforcement must be assembled through welding or splicing to ensure proper spacing and maintain the intended shape of the reinforcement cage It is essential to keep the reinforcement cage(s) in their designed configuration.
Concrete cover
The minimum concrete cover shall be consistent with the serviceability conditions described in 4.3.9.
Crushing strength of chamber and shaft units
A reinforced concrete chamber or shaft unit must meet the requirements of 4.3.5 and endure a proof (crack) load \$F_c\$ of 0.67 \$F_n\$ as per section 6.4 Additionally, any stabilized surface crack in the tensile zones of the concrete should not exceed 0.3 mm over a continuous length of 300 mm or the internal height of the unit, whichever is smaller.
Vertical strength of cover slabs, reducing slabs and capping units
A reinforced concrete cover slab, along with a reducing slab or capping unit, must meet the requirements outlined in section 4.3.6 When tested according to section 6.5, it should support a vertical proof load \( F_p \) distributed around the access opening as illustrated in Figure B.1 Additionally, any residual crack on the surface after load removal must not exceed 0.15 mm in width over a continuous length of 300 mm or more, or the full width of the concrete surface, whichever is smaller.
The vertical strength of units installed in non-road vehicle areas must meet the requirements of section 4.3.6 and be defined by the vertical proof load \( F_p \).
The vertical proof load F p for units as described in 5.2.4.1 and to be installed in areas for all types of road vehicles shall be 120 kN.
Conformity of proof (crack) load tested units
Reinforced concrete units that have been tested only to proof (crack) load in accordance with 6.4 or 6.5 and meeting the requirements of 5.2.3 or 5.2.4 as appropriate conform to this European Standard Š ‹
Loading requirements for units not subject to 5.2.3 or 5.2.4
The structural strength assessment of tapers with a vertical height of the sloping face equal to or greater than (DNmax - DNmin) mm or (LNmax - DNmin) mm must adhere to the technical guidelines outlined in applicable national standards relevant to the location where the units are utilized.
NOTE 1 Complementary requirements at national level (see the foreword) should list the specific technical provisions of relevant national standards that are to apply It is not sufficient, for example, to refer simply to the national standard for the design of precast concrete elements.
NOTE 2 Adjusting units are excluded from the requirements of this clause because they are wholly in compression when installed (see Figure 1).
6 Test methods for finished products
General
6.2 to 6.9 inclusive shall apply to all units, unless stated otherwise in Table 5 for conformity evaluation.
Table 5 — Summary of test requirements
Chamber and shaft units Base units Capping units
Cover slabs, reducing slabs and tapers (reducing units) Adjusting units
- joint between a vertical unit and a connecting pipe or adaptor
R refers to routine inspection tests, while "a" applies solely to units for which conformity is not defined in this European Standard and must be verified through routine performance testing Additionally, "b" is relevant only to tapers that have a vertical height of the sloping face that is greater than or equal to a specified measurement.
(DN max - DN min ) mm or (LN max - DN min ) mm; c means not applicable to tapers with a vertical height of the sloping face greater than, or equal to,
(DN max - DN min ) mm or (LN max - DN min ) mm d means not applicable to units with a design wall thickness > 125 mm
Joint profiles
The critical dimensions of joint profiles and their respective tolerances shall be evaluated for conformity to the factory documents.
Reinforcement
Placing and content of reinforcement
The spacing and content of circumferential bars in vertical units, as well as the reinforcement in other units, must be measured over a minimum length of 1 meter or the internal height of the unit, whichever is smaller, and then assessed for compliance with the factory documents and section 5.2.1.
Longitudinal reinforcement (if any) shall be evaluated for conformity to the factory documents.
Concrete cover
The reinforcement shall be exposed, the concrete cover measured, and the minimum recorded to the nearest millimetre The cover shall then be evaluated for conformity to 5.2.2.
Crushing strength of chamber and shaft units
The crushing strength of chamber and shaft units shall be determined in accordance with the relevant method specified in annex A.
Vertical strength of reducing units and capping units
The vertical crushing strength of reducing units and capping units shall be determined in accordance with the relevant method specified in annex B.
Watertightness
Watertightness of individual vertical units, and of individual joint assemblies, shall be determined in accordance with the methods specified in annex C.
Water absorption
Water absorption shall be determined in accordance with the method specified in annex D.
Concrete strength in base units, capping unit walls, adjusting units and certain tapers
Compressive strength must be assessed following ISO 4012 standards Testing involves drilling samples from each third-point of the internal height of base units, as well as from capping unit walls and tapers, according to Table 5, which requires two samples from each unit Additionally, one sample should be taken at each quarter point around the circumference of adjusting units The mean value of the results should be calculated for each case.
Tests shall be carried out on drilled cores with a height equal to their diameter ± 10 mm:
when 100 mm ± 1 mm diameter cores are used, the result shall be applied without any conversion factor;
when 50 mm ± 1 mm diameter cores are used, a conversion factor of 1,07 shall be applied to the results.Linear interpolation for intermediate diameters of core is permissible.
Installed steps
The resistance of installed steps to vertical loading and horizontal pull-out force shall be determined in accordance with the methods specified in annex E. Š ‹
General
The manufacturer's quality assurance system shall be as specified in annex F.
To demonstrate conformity to the European Standard, it is advisable to obtain product certification from an approved body that meets EN 45011 requirements It is important to refer to Table ZA.2, which outlines the clauses relevant to the EU Commission's decision on the level of attestation of conformity for CE marking under the Construction Products Directive (89/106) To avoid imposing a double procedure on manufacturers, the Commission has stated that adherence to the more stringent procedure can fulfill the requirements of the less stringent one as indicated in ZA.2.
When units are certified by an approved certification body in compliance with EN 45011, the purchaser is not required to conduct receiving inspections, except for the marking.
Product evaluation procedures
General
The procedures are as follows:
1) initial type testing of units;
3) further testing of samples in accordance with a sampling plan prescribed in this European Standard.
Initial type testing
Initial type testing must be conducted to demonstrate compliance with this European Standard Previous tests that align with the standard's requirements—covering the same product or specified product grouping, identical characteristics, the same sampling method, and equal or more stringent testing—can be considered Additionally, initial type testing is required.
at the start of production of a new type;
whenever there is a significant change in design, type of material or method of manufacture.
The initial type test involves sampling from the production line, as specified in Tables G.1 and G.2, and conducting the necessary tests To meet the criteria of the initial type test, all samples must comply with the standards set forth in this European Standard.
The results from initial type tests shall not be included for the purposes of routine inspection.
When the manufacturer's test equipment is officially calibrated, initial type testing shall normally be carried out with that equipment.
Factory production control
Factory production control shall be based on a quality assurance system as described in annex F.
Further testing of samples taken at the factory
Compliance with this European Standard requires sampling during initial type testing and subsequent routine inspections Testing must be conducted on the samples at the minimum specified age.
For routine crushing and watertightness tests, the manufacturer must conduct continuous inspections for each type, nominal size, and strength of the unit, following the guidelines outlined in annex H.
Tasks for a certification body
To demonstrate compliance with this European Standard, product certification must be conducted by an approved certification body, which will perform the tasks outlined in Annex I.
Each unit or, if not feasible, each package of units must be marked clearly and indelibly The identification of the units should be unmistakable to eliminate any ambiguity.
Marking must include essential information such as the manufacturer's name, trademark, and production site, along with the European Standard number EN 1917 and the date of manufacture Additionally, it should identify the material of the unit, any third-party certification body, and the strength class or specified minimum vertical crushing load as confirmed by annex H Furthermore, it should indicate serviceability conditions beyond normal and specify any special use if applicable.
NOTE Where the marking requirements of ZA.3 require the same information as this clause, the requirements of this clause are met.
Test method for crushing strength of chamber and shaft units
Principle
This test aims to assess the crushing strength of a chamber or shaft unit For initial type testing and continuous inspection, refer to Table A.1 The reference test for crushing strength must comply with this annex, regardless of whether an unreinforced concrete unit is inspected per annex J or a reinforced unit undergoes basic inspection as outlined in H.1.1.
Table A.1 — Prescribed crushing strength tests for chamber and shaft units
Unreinforced concrete units (in accordance with annex H) Reinforced concrete units
Crushing strength not using annex J option
R Means routine (continuous) inspection test; a See H.1.1.
Apparatus
The testing apparatus must include a machine that can apply the full test load smoothly, without any shock or impact, and with an accuracy of 3% of the specified load Additionally, the machine should be equipped with a facility to record the load.
Preparation
At the manufacturer's discretion it is permissible to soak the unit for a maximum of 28 hours before testing.
Procedure
Horizontal arrangement
Circular units must be arranged in the testing machine as illustrated in Figure A.1a, ensuring they are supported and loaded by rigid bearers aligned parallel to the unit's longitudinal axis These bearers can be either continuous or segmented.
The load's centroid must be positioned at a distance of \$\frac{h}{2}\$ from the outer face of the socket, with a uniform distribution as illustrated in figure A.1a The manufacturer may allow the loaded length of the test unit to extend beyond the socket For segmented bearers, the loaded length should be at least 40% of the internal height.
For circular units the load shall be applied through one top bearer The bottom bearer shall be formed as a
Elliptical and rectangular units must be placed in the testing machine as illustrated in Figures A.1a and A.1b For units with consistent wall thickness and steel content, testing should be conducted with the shortest wall or axis in a vertical position If this is not feasible, tests should be performed with the units in both orientations.
The elastomeric material for bearers shall have a mean hardness of 50 IRHD ± 5 IRHD with a thickness of
Any bearing strips shall have a maximum width as decided by the manufacturer and in accordance with Table A.2, except for V-shaped bearers for which there is no limit.
Elastomeric bearing strips may be substituted with gypsum or sulfur at the manufacturer's discretion, as long as their widths remain within the limits specified in Table A.2.
Table A.2 — Maximum width of bearing strips
Size or width of unit
Vertical arrangement
Circular units must be placed on a level base and supported by rigid bearers These bearers include a back member, which is a rigid beam with two symmetrically positioned bearing strips parallel to the unit's longitudinal axis, and a front member, also a rigid beam, featuring a centrally located bearing strip aligned with the longitudinal axis of the unit.
An equivalent arrangement shall be used for rectangular and elliptical units, the latter being tested in a vertical arrangement by applying the load horizontally through the minor axis.
The load must be applied via the front bearer, allowing it to rotate freely in a horizontal plane along the longitudinal center-lines of both the front and back bearers.
A low carbon steel plate, measuring a minimum of 330 mm x 25 mm, will be used to face the inside flange of the back beam This facing must be straight, free from warping or twisting, and centrally and permanently positioned on the beam's flange Additionally, steel wedge strips will be attached to the facing, as illustrated in figure A.2.
The bearing strips shall consist of elastomeric material having a mean hardness of 50 IRHD ± 5 IRHD; of rectangular cross-section, width 150 mm and thickness 20 mm ± 5 mm.
The two back bearing strips shall be parallel and 25 mm apart.
All bearing strips must be securely positioned while supporting the designated load When using wood or metal strips to secure the edges of the bearing strips, their thickness should not exceed half that of the bearing strip itself.
1 Sheet material to permit any sliding or removable support
2 Low carbon steel facing plate, 330 mm x 25 mm minimum cross-section
Figure A.2 — Crushing test on units in a vertical arrangement
The article discusses the significance of a specific arrangement in a given context, highlighting its parallel alignment with a notable feature It emphasizes the continuous nature of certain elements and their potential impact on the overall structure The text also touches on the importance of understanding the underlying dynamics and their implications for future developments.
Figure A.1b Figure A.1 — Crushing test on units in a horizontal arrangement
General
The load must be applied continuously until reaching the specified test load as outlined in sections A.4.3.2, A.4.3.3, or A.4.3.4 The test load should be increased at a rate of 20 kN/m to 25 kN/m per minute, and it is crucial that no adjustments are made to the testing machine controls while any unit shows signs of rapid deformation before ultimate collapse.
If the manufacturer chooses not to inspect crushing strength per annex J, the load must be recorded at the ultimate (collapse) load Conversely, when inspection follows annex J for a specific process, the load should be recorded at either the minimum crushing load or the ultimate (collapse) load, depending on which is applicable, along with a record of whether the unit withstood the respective load.
The load must be applied to the specified proof load and maintained for one minute, followed by an inspection for cracks, with results documented If no cracks are detected, the load is then increased to the ultimate (collapse) load, and this load is also recorded Once the sustained load decreases to 95% or less of the recorded value, it should be released and reapplied at 0.67 times the specific minimum crushing load, held for one minute, and a record should be made to confirm whether the unit can withstand this re-applied load.
The load must be applied to the specified proof (crack) load and maintained Any cracks that develop should be measured optically with a magnifier after three to five minutes, and then at one to two-minute intervals while the load is held, to confirm stabilization A crack is considered stabilized when two consecutive measurements are identical All inspection results must be documented For the initial type test, and as specified in Table H.1, the load should then be increased to the ultimate (collapse) load, and this load must also be recorded.
In cases where the manufacturer chooses to conduct a basic inspection of crushing strength for a specific process, the load should be increased to 1.2 times the minimum crushing load \( F_n \) rather than the ultimate collapse load \( F_u \) Additionally, the proof crack load \( F_c \) should be raised from 0.67 \( F_n \) to 0.8 \( F_n \).
Expression of results
The test result shall be expressed as the total load according to the manufacturer's chosen and recorded testing arrangement, divided by the internal height.
The effective test result F a shall be obtained from the following formula:
F a is the effective test result, in kilonewtons per metre; h is the internal height, in metres;
P is the measured test load, in kilonewtons;
P* is the effective self-weight of the load bearer(s), in kilonewtons.
Test methods for vertical strength of reducing units and capping units
Principle
The purpose of these tests is to evaluate the vertical strength of reducing units and capping units.
Preparation
The unit shall be bedded on elastomeric material with a mean hardness of 50 IRHD ± 5 IRHD with a thickness of
The product dimensions are 20 mm ± 5 mm, and it may be installed on a layer of cement mortar or gypsum at the manufacturer's discretion Additionally, a taper can be included with its corresponding seal on a compatible chamber unit as determined by the manufacturer.
Steel or cast iron loading plates shall be faced on their underside with elastomeric material as specified for the bedding.
Procedure
Unreinforced and steel fibre concrete units
A unit as specified in 4.3.6 shall be supported as described in B.3 and the relevant minimum vertical crushing load
The load F v must be applied vertically over the opening, as illustrated in Figures B.1 or B.2, ensuring a continuous application up to the ultimate collapse load F u without any shock It is essential to document this load accurately.
Reinforced concrete units
Reinforced concrete cover slabs, reducing slabs, and capping units must be supported as outlined in B.3, with the vertical proof load \( F_p \) applied steadily over the opening, as illustrated in Figure B.1 This loading should be continuous and free from shock until the specified load is reached After the load is removed, any residual cracks on the surface should be measured using a magnifier or equivalent method For isolated initial type tests, and as required by relevant sampling procedures, the load should be increased continuously to the ultimate (collapse) load \( F_u \) without shock, and a record of this load must be documented.
The testing apparatus must be capable of applying the full test load with an accuracy of 3% and without any shock or impact It should include steel or cast iron plates that distribute the specified load evenly while supporting the unit around its perimeter The dimensions of these plates must not exceed 125 mm beyond the access opening, and the width of the beddings in contact with the unit should reflect the conditions expected in the intended structure.
2 Steel or cast iron plate
6 Slabs can incorporate a rebate, in which case packers shall be provided in the test
NOTE Side AB of the loading plate forms a 300 mm chord to the circular opening, or to the inscribed circle of a square opening
Figure B.1 — Vertical strength tests for capping units, cover slabs and reducing slabs
1 Steel or cast iron plate
4 Rubber or gypsum, thickness 20 mm ± 5 mm
NOTE Side AB of the loading plate forms a chord to the circular opening.
Figure B.2 — Vertical strength test for certain tapers Š
Expression of results
Vertical crushing load tests
A record shall be made of whether the ultimate (collapse) load was greater than the minimum vertical crushing load.
Vertical proof load tests
A record shall be made of whether the unit had any residual crack as described in 5.2.4.1 after removal of the vertical proof load.
Principle
The tests aim to assess the watertight integrity of individual vertical units or joint assemblies under specific internal hydrostatic pressure It is important to note that the hydrostatic test does not apply to vertical units with a design wall thickness exceeding 125 mm.
Apparatus
The testing apparatus must securely clamp the units, effectively seal the ends or openings, and apply the required internal hydrostatic test pressure for the specified duration The pressure should not exceed the specified limit by more than 10% and must not fall below it Additionally, for the joint assembly test, the apparatus should be designed to accommodate two units as detailed in the factory documentation.
Preparation
Manufacturers may soak the units for up to 28 hours before testing, and they must document whether this option was utilized It is essential that the external surfaces of the units are adequately dry to reveal any potential tightness defects.
Procedure (vertical unit hydrostatic test - routine and initial type tests)
The unit must be securely clamped in the apparatus, with its ends and any connecting pipes or adaptors sealed It should then be filled with water, ensuring all air is eliminated Subsequently, the internal hydrostatic pressure should be gradually increased to the specified level.
The base unit of an inspection chamber requires a pressure of 40 kPa (0.4 bar or about 4 meters of water column), while the chamber, shaft, and capping units necessitate a pressure of 30 kPa (0.3 bar or approximately 3 meters of water column).
50 kPa (0,5 bar or approximately 5 metre water column) for manhole base, chamber, shaft and capping units.
When testing units in a vertical position, hydrostatic pressure must be measured at the upper joint plane, or from the lowest center-line of any connecting pipes or adaptors if present For chambers, shafts, or capping units tested horizontally, hydrostatic pressure should be measured at the lowest possible axis of the unit.
The internal hydrostatic pressure shall be maintained for a period of 15 minutes, during which time the unit shall be evaluated for conformity to 4.3.8, before reducing the internal pressure to zero.
Procedure (joint assembly test)
The two units must be assembled in the apparatus using a joint seal or sealing material as specified in the factory documents, ensuring that their ends or openings are properly closed If the manufacturer intends to perform routine joint measurements (refer to Table G.2), the initial type test should be conducted by assembling the units with the least favorable combination of allowable tolerances During the water filling process, it is crucial to remove all air from the assembly.
For inspection chamber units, an internal hydrostatic pressure of 30 kPa (0.3 bar or about 3 meters of water column) must be applied and maintained for 15 minutes For other units, the required pressure is 50 kPa (0.5 bar or approximately 5 meters of water column) During this period, the joint assembly will be assessed for compliance with section 4.3.8 before the internal pressure is reduced to zero.
In vertical tests, hydrostatic pressure is measured at the joint plane between units, while in horizontal tests, it is measured at the lowest axis of the jointed units.
Alternative procedure for assembled structures
Manufacturers have the option to combine the procedures outlined in sections C.4 and C.5 by constructing a complete structure from the units designated for testing, while concurrently applying the appropriate internal hydrostatic pressure to those units.
Procedure (joint between a vertical unit and a connecting pipe or adaptor)
General
The vertical unit, along with the connecting pipe(s) or adaptor(s), must be properly assembled with necessary joint seals and securely closed at both ends During the water filling process before testing, it is crucial to eliminate all air from the assembly.
Watertightness during angular deflection
For inspection chamber units, an internal hydrostatic pressure of 30 kPa (0.3 bar or about 3 meters of water column) must be applied and maintained for 15 minutes For other units, the required pressure is 50 kPa (0.5 bar or approximately 5 meters of water column) During this period, the joint assembly will be assessed for compliance with section 4.3.8 before the internal pressure is reduced to zero.
The connecting pipes or adaptors must be deflected at an angle of 12,500 divided by the nominal diameter (DN) or 12,500 divided by the wall nominal (WN), depending on the shape of the bore, measured in millimeters per meter.
Ensure that deflection does not exceed 50 millimeters per meter, prioritizing structural integrity For egg-shaped connecting pipes or adaptors, maintain vertical plane deflection During this process, prevent joint gaps from closing by inserting packing with a thickness matching the specified clearance in the factory documents.
Watertightness under shear load
The joint assembly shall be supported as shown in Figure C.1.
1 Centre-line of joint seal
To generate a reaction equal to the shear load \( F_s \), an additional load \( R_s \) must be applied vertically, as close as possible to the base unit's face, at a rate of approximately 10 kN per minute.
The load shall be transmitted by means of a V-shaped bearer with a minimum included angle of 120°, length
100 mm At the manufacturer's discretion it is permissible to equip the bearer with a layer of elastomeric material having a maximum thickness of 20 mm and a mean hardness not less than 45 IRHD.
For inspection chamber units, an internal hydrostatic test pressure of 30 kPa (0.3 bar or about 3 meters of water column) is required, while other units must withstand a pressure of 50 kPa (0.5 bar or approximately 5 meters of water column) Additionally, a shear load must be considered.
The internal pressure of the joint assembly must be maintained at 0.03 times DN or WN in kilonewtons, depending on the shape of the connecting pipe(s) or adaptor(s), for a duration of 15 minutes During this time, the assembly will be assessed for compliance with section 4.3.8 before the pressure is reduced to zero.
W w is the weight of one unit filled with water, in kilonewtons
Where the full length of the pipe barrel is not filled with water the formula shall be adjusted accordingly.
Where the pipe is completely filled with water the value of R s shall be calculated according to the following formula: Š
This situation shall be maintained for a period of 15 minutes, during which time the joint assembly shall be evaluated for conformity to 4.3.8, before reducing the internal pressure to zero.
A record shall be made of the test method used and whether the individual vertical unit or individual joint assembly conformed to the specified requirement.
Watertightness during angular deflection under shear load
As an alternative to testing separately for angular deflection and shear load in accordance with C.7.2 and C.7.3 respectively, at the manufacturer's discretion it is permissible to combine the two tests.
The combined test will include a watertightness test during angular deflection as per C.7.2, alongside a shear load test according to C.7.3 The shear load, denoted as F s in kilonewtons, will be set at 0.01 times DN or WN, depending on the bore of the connecting pipe(s) or adaptor(s) Both the angular deflection and shear load will be applied in the same plane and direction.
When the specified angular deflection is reached, the shear load procedure shall begin and the internal hydrostatic pressure then applied in accordance with C.7.2 and C.7.3.
Expression of results
A record shall be made of the test method used and whether the individual vertical unit or individual joint assembly conformed to the specified requirement.
C.7.4 Watertightness during angular deflection under shear load
As an alternative to testing separately for angular deflection and shear load in accordance with C.7.2 and C.7.3 respectively, at the manufacturer's discretion it is permissible to combine the two tests.
The combined test will include a watertightness test during angular deflection as per C.7.2, alongside a shear load test according to C.7.3 The shear load, denoted as F s in kilonewtons, will be set at 0.01 times the nominal diameter (DN) or the nominal width (WN) relevant to the connecting pipe(s) or adaptor(s) Both the angular deflection and shear load will be applied in the same plane and direction.
When the specified angular deflection is reached, the shear load procedure shall begin and the internal hydrostatic pressure then applied in accordance with C.7.2 and C.7.3.
Test method for water absorption
Principle
This test aims to assess the water absorption of hardened concrete through immersion It measures the difference in mass between a concrete sample submerged in water and the same sample after drying, with results expressed relative to the mass of the dry sample.
Sample
The sample shall have a mass of not less than 2 kg and not more than 4 kg when cut from a hardened unit.
Apparatus
The apparatus shall consist of a ventilated oven controlled at 105 o C ± 5 o C and scales sensitive to 0,05 % of the sample's mass.
Procedure
Determination of mass of immersed sample m 1
To ensure the constant mass \( m_1 \) is achieved, two weighings must be conducted 24 hours apart, with a permissible mass difference of less than 0.1% of the average mass of the immersed sample.
The surface of the sample shall be dried before each weighing, for example by a sponge (wet and squeezed) so as to remove all surface water.
Determination of mass of dried sample m 2
The sample shall be dried to constant mass in a ventilated oven at a temperature of 105 °C ± 5 °C.
Ensure that the oven's capacity and ventilation are adequate for the number of samples being dried Do not place wet samples in the oven until all previously placed samples are fully dried.
After cooling the sample to a temperature of 20 °C ± 3 °C, the mass \( m_2 \) must be measured A constant mass \( m_2 \) is considered achieved when two weighings, conducted at least 24 hours apart, show a difference of less than 0.1% of the average mass of the dry sample.
The sample must be adjusted to a temperature of 20 °C ± 3 °C and then immersed in tap water at the same temperature until a constant mass is achieved This process involves gradually immersing the sample in stages: first to about 1/3 of its height, then to approximately 2/3, and finally fully submerged, ensuring that the water level remains at least 20 mm above the top surface of the sample.
Expression of results
The absorption of water by immersion A w expressed in per cent to two decimal places, is obtained from the following expression and recorded.
A w = 100 x (m 1 - m 2)/m 2 where m 1 is the constant mass of immersed sample; m 2 is the constant mass of dry sample.
Test methods for installed steps
Principle
The purpose of these tests is to evaluate the resistance of installed steps to vertical loading and a horizontal pull-out force.
Apparatus
Vertical loading test
The apparatus shall consist of:
a test block capable of distributing the load evenly over a length of 90 mm ± 5 mm;
a device capable of applying a load at least 25 % greater than F d The device shall have an accuracy of ±
a device suitable for measuring deflection, with an accuracy of ± 0,5 mm.
The apparatus shall consist of:
a test block capable of distributing the force evenly over a length of 90 mm ± 5 mm;
Hydraulic or mechanical equipment must be capable of exerting a force greater than F l and include a mechanism for measuring that force Additionally, the testing device should maintain an accuracy of ± 3% of the applied force.
Preparation
The step shall be fixed in a unit in accordance with the method stated in the factory documents and left until the fixing material has hardened.
Procedure
Vertical loading test
A datum shall be established at the centre of the step tread from which to measure deflection.
The load must be applied centrally and perpendicular to the tread, as illustrated in Figure E.1, at a rate ranging from 1 kN to 3 kN per minute After maintaining the load for one minute, the deflection at the test load should be recorded Following this, the load will be removed, and a measurement will be taken at the center of the tread.
Both readings of the deflection shall be recorded.
Horizontal pull-out test
The pull-out force must be applied at the center of the front tread of the step, as illustrated in Figure E.1, within a maximum duration of 60 seconds, without any shock, and maintained for 1 minute.
Figure E.1 — Test arrangements for vertical loading and horizontal pull-out
Expression of results
Vertical loading test
A record shall be made of the deflection under the vertical load and the permanent deflection after its removal.
Horizontal pull-out test
A record shall be made of whether the step withstood the horizontal pull-out force.
Organization
Responsibility and authority
The roles, responsibilities, and relationships of all personnel involved in managing, executing, and verifying quality-related work must be clearly defined, especially for those who require the organizational autonomy and authority to perform their tasks effectively.
initiate action to prevent the recurrence of defectives;
identify and record any product quality problem.
Management representative for factory production control
The manufacturer must designate an individual with the necessary authority, knowledge, and experience in unit production to oversee and manage factory production control procedures, ensuring that all specified requirements are effectively implemented and maintained.
Management review
The manufacturer's management will review the production control system outlined in this annex at specified intervals to ensure its ongoing suitability and effectiveness, with records of these reviews being maintained.
Factory documents
Factory documents shall include the following specifications as appropriate:
internal height of vertical units and tapers (4.3.3);
wall thickness of tapers and base units (4.3.3);
dimensions and tolerances of joint profiles (4.3.3/6.2) and seals and frequency of measurement (G);
intervals for review of production control system (F.1.3);
whether regular or basic inspection used for crushing strength of reinforced concrete chamber and shaft units(H.1.1);
geometry of unit cross-section (J).
Factory production control system
The manufacturer must implement and uphold a documented factory production control system to guarantee that products meet specified requirements, with a focus on key aspects.
the preparation of documented factory production control system procedures and instructions in accordance with the requirements of this European Standard;
the effective implementation of the documented factory production control system procedures and instructions.
Inspection and testing
General
To ensure effective inspections and tests, all necessary facilities, equipment, and personnel must be available This requirement can also be met through a contract with a subcontractor, while the manufacturer retains primary responsibility It is essential that all test and measuring equipment is calibrated, inspected, and maintained to demonstrate conformity with specified requirements, and relevant documentation and certificates must be provided Additionally, equipment should be utilized in a way that guarantees known measurement uncertainty, aligning with its capability to meet the required standards.
Inspection and test status
Where appropriate, the inspection and test status of units shall be identified by means which indicate their conformity or nonconformity with regard to inspections and tests performed.
It is permissible to complete the marking of units during production, provided any certification mark and the EN number are deleted on defectives.
Testing
Testing shall be performed in accordance with the test methods specified in this European Standard.
Inspection and test records
Factory production control results must be documented properly The logs should include details such as the unit descriptions, manufacturing dates, testing methods, test results, applicable limits, and the signature of the inspector.
If inspected units fail to meet the requirements of this European Standard or show signs of non-compliance, the manufacturer must document the actions taken to address the issue in their log(s) This may include conducting a new test or implementing corrective measures to rectify the specific process.
The manufacturer's log(s) shall be kept for at least five years.
Complaints
All complaints regarding unit quality must be documented thoroughly The records should include a description of the units, site identification, manufacturing date, details of the complaint, and the actions taken in response.
Action required in the case of defectives
Unsatisfactory results
If a test or inspection of a unit yields unsatisfactory results, the manufacturer must promptly address the issue Once the problem is resolved, the relevant test or inspection should be conducted again without delay, as long as it is technically feasible and necessary to confirm the rectification.
Defectives
Defectives (being units that do not conform to one or more requirements of this European Standard) shall be segregated and marked accordingly.
Purchaser information
Purchasers will be notified to prevent any consequential damage if units are shipped before test results are received In cases where units have been delivered and subsequent acceptability tests reject the production, the manufacturer must inform all purchasers of the delivered units that the conformity of those units cannot be guaranteed.
Handling, storage, packing and delivery of units
General
The manufacturer shall establish, document and maintain procedures where applicable for the handling, storage,packing and delivery of units.
Handling
The manufacturer shall use methods of handling that prevent damage or deterioration.
Storage
The manufacturer shall provide secure storage areas to prevent damage or deterioration of products before delivery.
Packing and marking
The manufacturer shall control packing, preservation and marking processes (including materials used) to the extent necessary to ensure conformity to this European Standard.
Traceability
Delivered units must be clearly identifiable and traceable based on their production data To achieve this, manufacturers are required to maintain necessary records as specified in the relevant technical documentation and to appropriately mark the units or their delivery documents.
Training and personnel
The manufacturer must implement and uphold procedures for training all personnel involved in quality-related activities Individuals assigned to specific tasks should be qualified based on relevant education, training, and experience Additionally, it is essential to maintain accurate training records.
Materials control
Numerical results and those requiring action from the inspections and tests specified in Tables F.1 to F.8 inclusive shall be recorded.
Table F.1 applies to all materials.
Table F.2 also applies to any materials:
not certified by a third party complying with EN 45011;
not produced under a quality assurance system according to EN ISO 9001 and certified by a third party complying with EN 45012;
not produced by a supplier operating a quality scheme in accordance with this clause and audited by the manufacturer.
Table F.1 — Control for all materials
Material Inspection/test Purpose Minimum frequency
All materials Inspection of delivery ticket
(and, where applicable, label on the container) showing conformity to the order (the order shall mention the specification(s))
To ascertain if consignment is as ordered and from the correct source Each delivery
Table F.2 — Control for certain materials
Material Inspection/test Purpose Minimum frequency
1 Cements Producer shall verify conformity to specification(s) To ensure conformity Per 1000 tonnes with a minimum of twice per month
For comparison with normal appearance with respect to grading, shape and impurities/contamination
To assess conformity to standard or agreed grading
Each delivery Each source and grading
1 First delivery from new source
2 In case of doubt following visual inspection
3 Once per week, more often as required by local or delivery conditions
4 Aggregates Test for organic impurities or shell content To assess the presence and quantity of impurities or contaminations
1 First delivery from new source
2 In case of doubt following visual inspection
Visual inspection of the admixture Test for density
For comparison with normal appearance
For comparison with normal density
7 Additions Visual inspection of the addition For comparison with normal appearance Each delivery
8 Mixing water Test by chemical analysis or in accordance with the reference specification
To ascertain that the water is free from harmful constituents
Only if the water is not taken from a public distribution system:
1 When new source is used for the first time
2 In any case of doubt
4 Three times per year where water is taken from a watercourse
9 Steel fibre Producer shall verify conformity to specification(s) To ensure conformity Each delivery but not more than once per month
10 Reinforcing steel Producer shall verify conformity to specification(s) To ensure conformity Each delivery but not more than once per month
11 Joint seals and sealants Producer shall verify conformity to specification(s) To ensure conformity Each delivery but not more than once per month
12 Steps Producer shall verify conformity to specification(s) To ensure conformity Each delivery but not more than once per month
Equipment control
For equipment control Table F.3 applies.
Equipment Inspection/test Purpose Minimum frequency
1 Storage As appropriate To prevent risk of contamination Weekly
To ascertain that the weighing equipment is functioning correctly
3 In any case of doubt
To ascertain that the dispenser is in a clean condition and functions correctly
First batch of the day for each admixture
3 In any case of doubt
Comparison of the actual amount dispensed with the reading of the meter
To avoid inaccurate dispensing 1 On installation
3 In any case of doubt
7 Volumetric batching system Visual inspection To ascertain that the batching equipment is functioning correctly
8 Comparison of the actual mass of the batch constituents with the intended mass by a suitable method for volumetric batching system
To ascertain batching accuracy 1 On installation
3 In any case of doubt
9 Mixers Visual inspection To check the wear of the mixing equipment Weekly
To check for cleanliness of the moulds and pallets
To check for excessive wear
On installation or reinstallation of mould or renewal of equipment
Process control
For the control of concrete mix in accordance with the mix design, Table F.4 applies.
For the control of production, Table F.5 applies.
For the control of marking and storage, Table F.6 applies.
For the control of delivery, Table F.7 applies.
Table F.4 — Control of concrete mix
Process element Inspection/test Method Minimum frequency
By calculating the chloride content
At start and each change of supply
Mix composition Correct Proportions By verifying that the correct recipe is used Daily for each mixer
Table F.5 — Control of factory production
Process element Inspection/test Method Minimum frequency
4 Production Correct manufacturing process By verifying conformity to factory documents Daily
5 Reinforcement - mean spacing and content of circumferential bars over internal height;
- spacing from ends of spigot and socket;
- mean spacing and content of reinforcement in all other units
By verifying conformity to factory documents, to this EN and to design specification
6 Product Significant dimension(s) according to specific process Measurement At start and daily
Table F.6 — Control of marking and storage
Process element Inspection/test Method Minimum frequency
7 Marking Marking of units Visual check Daily
8 Storage Segregation of defectives Visual check Daily
Process element Inspection/test Method Minimum frequency
9 Marking Correct marking of units/documents Visual check Daily
10 Loading Correct loading Visual check Daily