SIST EN 14801:2006

2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.Conditions for pressure classification of products for water and wastewater pipelinesPogoji za klasifikacijo proizvodov za cevne sisteme za oskrbo z vodo in cevne sisteme pod tlakom za odstranjevanje odpadne vodeConditions pour la détermination des classes de pression des produits destinés aux réseaux d'alimentation en eau ou d'assainissementBedingungen für die Klassifizierung von Produkten für Rohrleitungssysteme für die Wasserversorgung und Abwasserentsorgung nach auftretenden DrückenTa slovenski standard je istoveten z:EN 14801:2006SIST EN 14801:2006en93.030Zunanji sistemi za odpadno vodoExternal sewage systems93.025Zunanji sistemi za prevajanje vodeExternal water conveyance systemsICS:SLOVENSKI
STANDARDSIST EN 14801:200601-oktober-2006

EUROPEAN STANDARDNORME EUROPÉENNEEUROPÄISCHE NORMEN 14801July 2006ICS 93.025; 93.030 English VersionConditions for pressure classification of products for water andwastewater pipelinesConditions de détermination de la classe de pression desproduits pour réseaux d'alimentation en eau oud'assainissementBedingungen für die Klassifizierung von Produkten fürRohrleitungssysteme für die Wasserversorgung undAbwasserentsorgung nach auftretenden DrückenThis European Standard was approved by CEN on 5 June 2006.CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this EuropeanStandard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such nationalstandards may be obtained on application to the Central Secretariat or to any CEN member.This European Standard exists in three official versions (English, French, German). A version in any other language made by translationunder the responsibility of a CEN member into its own language and notified to the Central Secretariat has the same status as the officialversions.CEN members are the national standards bodies of Austria, Belgium, Cyprus, Czech Republic, Denmark, Estonia, Finland, France,Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania,Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.EUROPEAN COMMITTEE FOR STANDARDIZATIONCOMITÉ EUROPÉEN DE NORMALISATIONEUROPÄISCHES KOMITEE FÜR NORMUNGManagement Centre: rue de Stassart, 36
B-1050 Brussels© 2006 CENAll rights of exploitation in any form and by any means reservedworldwide for CEN national Members.Ref. No. EN 14801:2006: E

Considerations regarding longitudinal effects.15 A.1 Longitudinal effects.15 A.1.1 General.15 A.1.2 Failure behaviour due to longitudinal effects.15 A.1.3 Failure modes.15 A.1.4 Longitudinal effects.16 Annex B (normative)
Uniform classification of soils.20 Annex C (informative)
Application example.23 Annex D (informative)
Information on the relationship between type of compaction and construction procedures.24 Annex E (informative)
Information regarding bedding reaction angle.25 Bibliography.26

PEA maximum hydrostatic pressure that a newly installed component is capable of withstanding for a relatively short duration, in order to ensure the integrity and tightness of the pipeline [EN 805:2000]

English French German related to DP Design pressure Pression de calcul en régime permanent Systembetriebsdruck MDP Maximum design pressure Pression maximale de calcul Höchster Systembetriebsdruck STP System test pressure Pression d’épreuve du réseau Systemprüfdruck System related PFA Allowable operating pressure Pression de fonctionnement admissible Zulässiger Bauteilbetriebsdruck PMA Allowable maximum operating pressure Pression maximale admissible Höchster zulässiger Bauteilbetriebsdruck PEA Allowable site test pressure Pression d’épreuve admissible sur chantierZulässiger Bauteilprüfdruck auf der Baustelle Component related OP Operating pressure Pression de fonctionnement Betriebsdruck SP Service pressure Pression de service Versorgungsdruck System related a Valid for all language versions
This document uses installation terms based on EN 805, these are illustrated in Figure 1.
Trench Embankment
Key 1 Backfill 2 Bedding 3 Upper bedding 4 Lower bedding 5 Embedment Figure 1 — Installation terms used in pipe laying in trenches and under embankments

Components shall be designed to withstand, when installed, transient pressure of 80 kPa below atmospheric (see EN 805). 5.2.5 Unit weight of soil The unit weight for native soil, embedment and backfill shall be assumed constant at 20 kN/m3 for all determinations. 5.2.6 Native soil The type of native soil and its Relative Standard Proctor Density, DPr, shall be assumed constant for all determinations (see clause 6).

Design life 50 years Continuous operating temperature 20 °C Negative pressure (transient, below atmospheric) 80 kPa Unit weight of soil (native soil, embedment, backfill) 20 kN/m3 Native soil type “Gs” a
4 Relative Standard Proctor Density of native soil (DPr) b
100 % a Classification of soil types, see Annex B. b If appropriate, equivalent values of Modified Proctor Density may be used.
5.3 Variable parameters 5.3.1 General The variable parameters are the combination of several parameters, resulting from loading (see 5.3.2, e.g. soil loads, traffic loads, ground water loads) and installation (see 5.3.3, e.g. bedding, embedment, backfill). For loading conditions A, B and C1, C2 (see 5.3.2 and Table 4), due to requirement of road owners/authorities, the compaction is always carried out directly against the trench wall with the sheeting, if used, being progressively withdrawn. Therefore sheeting removal does not affect the variable parameters. For loading condition C3 (see Table 4), an embankment condition with no sheeting is specified. 5.3.2 Loading parameters The loading parameters of the loading conditions A, B and C given in Table 4 are:  condition: trench/embankment  compaction of backfill  depth of cover (not less than 0,7m)  traffic load  width of trench  ground water table. In Table 4, the figures given for the loading parameters, derived from traffic loads, are differentiated for the loading conditions A, B and C.  Loading condition A is dominated by traffic load of a Main road under shallow depth of cover, i. e. covering the condition during road construction; the traffic load in Table 4 is expressed as the resulting additional soil pressure at pipe crown1); in order to allow the assessment of the influence from good and moderate embedment
1) The additional pressure, derived from traffic loads at the surface level, takes into account the method of Boussinesq and the influence of impact according to EN 1295-1:1997, 5.2. In accordance with the method adopted by the European Product Standard for the determination of the allowable pressures, the pipe/soil interaction should be considered as specified in EN 1295-1:1997, 5.2.

is dominated by traffic load of an Urban road under shallow depth of cover, i. e. covering the condition during road construction; the traffic load given in Table 4 is expressed as the resulting additional soil pressure at pipe crown1) ; in order to allow the assessment of the influence from good and moderate embedment quality, the loading condition B is combined with the installation conditions 1 and 2 respectively, resulting in the combined conditions B1 and B2.  Loading condition C
is dominated by earth load; traffic load in a Rural area, due to high depth of cover, is of minor influence; the traffic load given in Table 4 is expressed as the resulting additional soil pressure at pipe crown; in order to allow the assessment of the influence from good, moderate and poor embedment quality, the loading condition C is combined with the installation conditions 1, 2 and 3 respectively, resulting in the combined conditions C1, C2 and C3. The figures given in Table 4 regarding the degree of the compaction of the main backfill are due to the average requirements of road owners/authorities in Europe (main roads, urban roads, rural areas). For guidance on longitudinal effects see Annex A (informative). NOTE 1 PFA etc. does not incorporate longitudinal effects. The results of longitudinal effects cannot always be corrected by altering the allowable pressure (PFA etc.). NOTE 2 Due to unfavourable site conditions (e.g. uneven trench bottom), differential settlements along the pipeline, either a step or a settlement in the trench bottom can occur; such conditions can cause damage to the components of the pipeline. 5.3.3 Installation parameters The installation parameters of the installation conditions 1, 2 and 3 according to Table 4 are given in Figures 2, 3 and 4. If appropriate, instead of Relative Standard Proctor Density (DPr), equivalent values of Modified Proctor Density may be used.
Key 1 Soil type 2 2 Native soil type 4 DPr = 100 % 3 Embedment, average DPr = 96 %
for calculation purpose
Figure 2 — Installation condition 1 for type of compaction “WELL” in the embedment (see Column 1 of Table 4)

Key 1 Soil type 3 2 Native soil type 4 DPr = 100 % 3 Embedment, average DPr = 92 % for
calculation purpose
Figure 3 — Installation condition 2 for type of compaction “MODERATE” in the embedment (see Column 2 of Table 4)
Key 1 Soil type 4 2 Native soil type 4 DPr = 100 % 3 Embedment, average DPr = 85 % for
calculation purpose
Figure 4 — Installation condition 3 for type of compaction “NONE” in the embedment (see Column 3 of Table 4) 5.4 Combined conditions The combined conditions (i. e. A1, A2; B1, B2; C1, C2, C3) shall consist of the following:  all constant parameters according to Table 2 and
 a combination of the variable loading conditions (A, B, C) and the variable installation conditions (1, 2, 3), as applicable. The constant parameters, given in Table 2 and the variable parameters, given in Table 4, cover most situations observed after installation of buried water supply and waste water pressure pipelines in Europe. In Annex B (normative), the unified classification for soil is given. In Annex C (informative), an example of one condition (B2) is given. In Annex D (informative), information is provided on the relationship between type of compaction and construction procedures. If certain calculation methods need more information regarding bedding reaction angle, see Annex E (informative).

For the determination of the allowable pressures (PFA, PMA, PEA), the conditions according to Table 4 (i. e. A1, A2; B1, B2; C1, C2, C3) consist of the following parameters: 1) all constant parameters (see Table 2) and
2) a combination of the variable loading conditions (A, B, C) and installation conditions (1, 2, 3) (see Table 4), as applicable. 6.2 Allowable pressures 6.2.1 Allowable operating pressure
Product Standards shall specify the allowable operating pressure (PFA) of the components (see EN 805).

1 Trench 2 Trench 3 Embankment condition unit trench Compaction of backfill % DPra
100 Depth of cover
m 0,7 Traffic b : Main road
Additional pressure at pipe crown, derived from traffic load at surface including impact kN/m² 80
c
Width of trench – EN 1610 Loading parameters Ground water table – none A1 A2 A3 not applicable due to inconsistency in the type of soil and compaction
Loading condition B
Installation conditions (see Figures 2, 3, 4)
condition unit trench Compaction of backfill % DPr a
a 97 Depth of cover m 0,7 Traffic b : Urban road
Additional pressure at pipe crown, derived from traffic load at surface including impact kN/m² 50
c
Width of trench – EN 1610 Loading parameters Ground water table – none B1 B2 B3 not applicable due to inconsistency in the type of soil and compaction
Loading condition C
Installation conditions (see Figures 2, 3, 4) condition unit Trench/em-bankment Compaction of backfill % DPr a
85 Depth of cover m 3,0 Traffic b : Rural area
Additional pressure at pipe crown, derived from traffic load at surface including impact kN/m² 5
c
Width of trench – EN 1610 Loading parameters Ground water table (in trench) – at pipe crown C1 C2 C3

b The assumed traffic pressures ignore the response of the installed pipe material . c Notional value in the absence of full harmonization of traffic loads (see EN 1991-2:2003, 4.3), unrelated to depth of cover.
6.2.2 Allowable maximum operating pressure Product Standards shall specify the allowable maximum operating pressure (PMA) of the components including surge (see EN 805). The surge allowance, when determining PMA, shall be at least 200 kPa (2 bar). For convenience, EN 805:2000, 11.3.2 (the first part) of is repeated here. Test pressure according to EN 805:2000, 11.3.2 "For all pipelines the System Test Pressure (STP) shall be calculated from the Maximum Design Pressure (MDP) as follows:  surge calculated:
STP = MDPc + 100 kPa  surge non calculated: STP = MDPa x 1,5
or
STP = MDPa + 500 kPa
whichever is the least The fixed allowance for surge pressure included in MDPa shall not be less than 200 kPa." NOTE
Product Standards should give information regarding admissible surge (e. g. number of surge cycles per day), if applicable. 6.2.3 Allowable site test pressure Product Standards shall specify the allowable site test pressure (PEA) of the components (see EN 805). 6.3 Methods for the determination of allowable pressures Each Product Standard shall state the adopted method for the determination of the allowable pressures (calculation method, e.g. a structural design method according to EN 1295-1 and/or test method; including safety factor).
6.4 Procedure for the determination of allowable pressures Figure 5 describes the procedure to determine the allowable pressures.
Figure 5 — Procedure for the determination of allowable pressures Product Standards shall specify for each pipe size and pipe type the applicable combinations of loading conditions (A, B, C) with installation conditions (1, 2, 3). This is in order to determine the relationship between their pressure classification and PFA, PMA and PEA.
Properties of the components Conditions
(A1, A2; B1, B2; C1, C2, C3) Method for the determination stated by Product Standards (structural calculations and/or test methods)
PFA __________ PMA __________ PEA __________
...