EN 1610:2015

2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.Gradnja in preskušanje cevovodov za odvod odpadne vode in kanalizacijoEinbau und Prüfung von Abwasserleitungen und -kanälenMise en oeuvre et essai des branchements et canalisations d'assainissementConstruction and testing of drains and sewers93.030Zunanji sistemi za odpadno vodoExternal sewage systems23.040.01Deli cevovodov in cevovodi na splošnoPipeline components and pipelines in generalICS:Ta slovenski standard je istoveten z:EN 1610:2015SIST EN 1610:2015en01-november-2015SIST EN 1610:2015SLOVENSKI
STANDARDSIST EN 1610:20011DGRPHãþD

EUROPEAN STANDARD NORME EUROPÉENNE EUROPÄISCHE NORM
EN 1610
September
t r s w ICS
{ uä r u r Supersedes EN
s x s rã s { { yEnglish Version
Construction and testing of drains and sewers Mise en oeuvre et essai des branchements et canalisations d 5assainissement
Einbau und Prüfung von Abwasserleitungen und ækanälen This European Standard was approved by CEN on
t v July
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egulations which stipulate the conditions for giving this European Standard the status of a national standard without any alterationä Upætoædate lists and bibliographical references concerning such national standards may be obtained on application to the CENæCENELEC Management Centre or to any CEN memberä
translation under the responsibility of a CEN member into its own language and notified to the CENæCENELEC Management Centre has the same status as the official versionsä
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t r s w CEN All rights of exploitation in any form and by any means reserved worldwide for CEN national Membersä Refä Noä EN
s x s rã t r s w ESIST EN 1610:2015

Dewatering . 31 A.1 General . 31 SIST EN 1610:2015

Abstract from DIRECTIVE 2014/25/EU OF THE EUROPEAN PARLIAMENT AND OF THE COUNCIL of 26 February 2014 on procurement by entities operating in the water, energy, transport and postal services sectors and repealing Directive 2004/17/EC (Text with EEA relevance) . 33 Annex C (informative)
Manufacturer's Instructions . 34 Annex D (informative)
Additional national public documents . 35 D.1 France . 35 D.2 Germany . 35 D.3 The Netherlands . 35 D.4 Austria . 35 D.5 Switzerland: . 36 D.6 Sweden . 36 D.7 UK . 36 Bibliography . 38
Requirements for systems and components outside buildings EN 1295-1, Structural design of buried pipelines under various conditions of loading
Part 1: General requirements 3 Terms and definitions For the purposes of this document, the following terms and definitions apply. The same definitions apply for trenches with vertical or sloping sides and for pipes laid below embankments. Some of these terms are illustrated in Figure 1. 3.1 bedding part of the construction which supports the pipe between the trench bottom and the sidefill or initial backfill Note 1 to entry: The bedding consists of upper and lower bedding. In the case of the pipe laid on natural trench bottom, the trench bottom is the lower bedding. 3.2 compaction layer thickness thickness of each new layer of fill material prior to its compaction 3.3 depth of cover vertical distance from the top of the pipe barrel to the surface 3.4 embedment fill around the pipe including bedding, sidefill and initial backfill SIST EN 1610:2015

Key 1 surface 9 trench bottom 2 bottom of road or railway construction, if any 10 depth of cover (3.3) 3 trench walls 11 depth of bedding (3.1) 4 main backfill (3.6) 12 depth of embedment (3.4) 5 initial backfill (3.5) 13 trench depth (3.13) 6 sidefill (3.12) a thickness of lower bedding 7 upper bedding, b b thickness of upper bedding 8 lower bedding, a c thickness of initial backfill
ODv is the vertical outside diameter NOTE 1 For minimum values of a and c see Clause 7. NOTE 2 The bedding angle is not the bedding reaction angle used in structural design. Figure 1 — Illustration of definitions 4 General 4.1 Technical principles Pipelines and manholes are engineering structures in which the combined performance of construction components, embedment, initial and main backfill and native soil constitute the basis for stability and safety in operation. The pipes, fittings and joint materials supplied, together with the work carried out at site, such as the pipe bedding, the jointing of pipes, the sidefilling and backfilling are all important factors in achieving a structure with adequate performance over the intended service life. SIST EN 1610:2015

A procedure shall be established for the resolution of technical questions, agreement and recording of changes to design decisions made during construction. 4.2 Safeguarding design decisions In the execution of the work it shall be ensured that the decisions made in the design are complied with or adapted to changed conditions. The design decisions may be affected by variation of any of the following which should be checked during installation: — trench width (see 6.3); — trench depth; — trench support system and the effect of its removal (see 11.5); — degree of compaction of the embedment; — degree of compaction of main backfill; — pipe support and trench bottom conditions; — construction traffic and assumptions concerning temporary loads; — soil types (e.g. subsoil, trench walls, initial and main backfill); — shape of trench (e.g. stepped trench, trench with sloping walls); — ground and soil condition (e.g. affected by frost and thaw, rain, snow, flooding); — ground water table; — additional pipelines in the same trench; — existing infrastructure (e.g. pipes, cables, structures); — pipe type, strength or class. NOTE The above list is not exhaustive. 4.3 Short sections of trench Particular attention should be paid to: — foundation conditions, construction steps and transition; — shear load bearing capacity of the joints and bedding, e.g. meeting the hardening times in the case of concrete bedding; — responding to soil changes in the trench bottom; SIST EN 1610:2015

¶ 200; — 40 mm for DN > 200 up to DN
¶ 600; — 60 mm for DN > 600. — For DN < 100 all written instructions of the manufacturer shall be complied with. 5.2.2 Native soil Re-use of native soil shall meet all the following requirements: — it is permitted by the works specification/design; — it complies with any compactability requirements in the works specification/design; — it is free from materials detrimental to the pipe (e.g. "oversized" particles, tree roots, waste, organic material, snow and ice) and any clay lumps larger than 75 mm. Native soil meeting the requirements of 5.2.3.2 or 5.2.3.4 is considered suitable. 5.2.3 Imported materials 5.2.3.1 General The following materials which may include recycled materials are suitable. Environmental consequences should be considered. SIST EN 1610:2015

rá u w m for pipes
¶ DN
y r r mm and 0,50 m for pipes > DN 700 mm. The same working space should be provided between pipelines and any other service or structures. Where necessary, appropriate safety measures shall be observed for other supply pipelines, drains and sewers, temporary or permanent structures and surfaces, to protect these against detrimental effects. National regulations should be checked for compliance. 6.3 Trench width 6.3.1 Maximum trench width The trench width shall not exceed the maximum width specified in the structural design. If this is not possible, the matter shall be referred to the designer. 6.3.2 Minimum trench width The minimum trench width shall ensure a minimum working space overall as the greater of the values taken from Tables 1 and 2, except as provided in 6.3.3. National regulations should be checked for compliance. SIST EN 1610:2015

> 60°
¶ 60°
¶ 225 ODh + 0,40 ODh + 0,40
µ
t t w to
¶ 350 ODh + 0,50 ODh + 0,50 ODh + 0,40
µ
u w r to
¶ 700 ODh + 0,70 ODh + 0,70 ODh + 0,40
µ
y r r to
¶ 1 200 ODh + 0,85 ODh + 0,85 ODh + 0,40 > 1 200 ODh + 1,00 ODh + 1,00 ODh + 0,40 NOTE In the values ODh + x, x/2 equals the minimum working space between the pipe and the trench wall or the support if present. Where ODh
is the horizontal outside diameter, in metres
is the angle of unsupported trench side measured to the horizontal (see Figure 2)
Key w min
minimum trench width a thickness of lower bedding b thickness of upper bedding Figure 2 — Minimum working space next to the pipe (x/wall SIST EN 1610:2015

· 1,00
¶ 1,75 0,80 > 1,75
¶ 4,00 0,90 > 4,00 1,00 a Maximum depth of unsupported trench see 6.4. 6.3.3 Determination of trench width It can be necessary to define a trench width greater than the minimum defined in 6.3.2 for reasons of construction technique (e.g. necessary space for compacting and testing equipment, trench support systems, simultaneous installation of connecting pipes and support of adjacent pipes). The working space, on the side of the pipes and manholes to be built, shall be available for all works without any restriction. For pipes
· DN 600 laid in supported trench or unsupported trench where mechanical compaction of bedding and sidefill is required, working space x/2 should be at least 0,5 m. In this case the minimum trench width should be ODh + 1,00. It can be necessary to define a trench width narrower than the minimum defined in 6.3.2 e.g. in the following circumstances: — where personnel access to enter the trench is forbidden; — where personnel will never be required to enter the trench or the space between a pipeline and trench wall, e.g. automated laying techniques; — in unavoidable constricted situations; e.g. because of difficult localized conditions on site; — when using self-compacting filling materials. In each of these cases special measures including safety precautions are required in design and construction to ensure the protection of workers in the trench and national regulations should be checked. In the event of deviations from the trench widths defined in the structural design of the pipes, the structural design shall be checked or revised (see 4.2). 6.4 Trench stability Stability shall be ensured either by means of a trench support system, by battering the trench sides to a stable slope which can be maintained during the works or by other suitable means. The maximum depth of unsupported trenches with vertical trench walls shall be limited according to national regulations and in any case less than 1,4 m. 6.5 Trench bottom The gradient of the trench bottom and the trench bottom material shall comply with the design specifications. For the trench bottom, at least the original load bearing capacity of the native soil is required. Trench bottom material should not be disturbed. If it is disturbed, its original bearing capacity shall be restored, e.g. by excavating to undisturbed ground and replacing with appropriate compacted material. SIST EN 1610:2015

Figure 3 — Bedding construction type 1 7.2.2 Bedding construction type 2 Bedding construction type 2 (Figure 4) may be used in uniform relatively soft fine grained soil providing support for the pipes over their whole barrel length. Pipes may be laid directly on the shaped, trimmed bottom of the trench. The thickness b of upper bedding shall be as specified in the structural design.
Figure 4 — Bedding construction type 2 7.2.3 Bedding construction type 3 Bedding construction type 3 (Figure 5) may be used in uniform relatively soft fine grained soil providing support for the pipes over their whole barrel length. Pipes may be laid directly on the trimmed bottom of the trench. The thickness b of upper bedding shall be as specified in the structural design. SIST EN 1610:2015

Figure 5 — Bedding construction type 3 7.3 Special methods of bedding or support Where the trench bottom has low bearing strength, special construction measures are necessary. This is likely to occur in unstable soils, e.g. peat, running sand. Geotextiles can be used to stabilise the bedding. Examples of possible measures include replacement of soil with other materials, e.g. sand, gravel and bonded materials, or supporting the pipeline on piled structures, e.g. using cross beams or cradle support, longitudinal beams or reinforced concrete slabs spanning the piles. Consideration should also be given, during design and installation, to the transition from one ground condition to another with different settlement properties. Special methods of bedding or pipeline support shall only be used if their suitability has been confirmed by structural design calculations. NOT
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