EN 1917:2002/AC:2008

2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.Concrete manholes and inspection chambers, unreinforced, steel fibre and reinforcedBetonski vstopni in revizijski jaški, nearmirani, z jeklenimi vlakni in armiraniRegards de visite et boîtes de branchement ou d'inspection en béton non armé, béton fibré acier et béton arméEinsteig- und Kontrollschächte aus Beton, Stahlfaserbeton und Stahlbeton93.030Zunanji sistemi za odpadno vodoExternal sewage systemsICS:SIST EN 1917:2003/AC:2008en,fr,deTa slovenski standard je istoveten z:EN 1917:2002/AC:200801-julij-2008SIST EN 1917:2003/AC:2008SLOVENSKI
STANDARD
EUROPEAN STANDARDNORME EUROPÉENNEEUROPÄISCHE NORMEN 1917:2002/ACApril 2008Avril 2008April 2008ICS 93.030English versionVersion FrançaiseDeutsche FassungConcrete manholes and inspection chambers, unreinforced, steel fibre andreinforcedRegards de visite et boîtes de branchementou d'inspection en béton non armé, bétonfibré acier et béton arméEinsteig- und Kontrollschächte aus Beton,Stahlfaserbeton und StahlbetonThis corrigendum becomes effective on 23 April 2008 for incorporation in the three official languageversions of the EN.Ce corrigendum prendra effet le 23 avril 2008 pour incorporation dans les trois versions linguistiquesofficielles de la EN.Die Berichtigung tritt am 23.April 2008 zur Einarbeitung in die drei offiziellen Sprachfassungen der ENin Kraft.EUROPEAN COMMITTEE FOR STANDARDIZATIONCOMITÉ EUROPÉEN DE NORMALISATIONEUROPÄISCHES KOMITEE FÜR NORMUNGManagement Centre: rue de Stassart, 36
B-1050 Brussels© 2008 CENAll rights of exploitation in any form and by any means reserved worldwide for CEN national Members.Tous droits d'exploitation sous quelque forme et de quelque manière que ce soit réservés dans le monde entier auxmembres nationaux du CEN.Alle Rechte der Verwertung, gleich in welcher Form und in welchem Verfahren, sind weltweit den nationalen Mitgliedernvon CEN vorbehalten.Ref. No.:EN 1917:2002/AC:2008 D/E/F

Corrigendum 1
Annex A
Figures A.1a, A.1b and A.2 shall be corrected by replacing the figures along with the above, as follows:
Figure A.1a
Figure A.1b Figure A.1 — Crushing test on units in a horizontal arrangement Dimensions in millimetres
Key 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

Step 8: Determine the acceptability as follows:
Consider the measured value x of the bending tensile stress at the ultimate (collapse) load Fu from the last n consecutive samples.
Calculate the mean value xand the standard deviation s of these n values.
Calculate the lower quality statistic Q for the lower specification limit:
Q = (x - fdes)/s
where
fdes
is the lower specification limit for the bending tensile stress,
then compare the quality statistic with the acceptability constant k obtained from the appropriate column in Table H.4. Interpolation for intermediate values of n is permissible. For acceptance, the quality statistic for the lower specification limit shall be greater than or equal to the acceptability constant.

3.1.1 Manhole
Add the following structures to Figure 1 and add "8
Capping unit" to the key:
Figure 1 — Typical structures
Key 1 Adjusting unit 2 Cover slab 3 Shaft unit 4 Base unit 5 Taper 6 Chamber unit 7 Reducing slab 8 Capping unit
5.2.5 Conformity of proof (crack) load tested units
Add the words "that have been" after "units" in the first sentence:
"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."
6.1 General
Footnote a shall be changed as follows:

- T/R T/R T/Rb T/R a means only applicable to units whose conformity is not specified in this European Standard to be verified by routine performance testing, including the walls of capping units
6.8 Concrete strength in base units, capping unit walls, adjusting units and certain tapers
Correct the conversion factor for drilled 50 mm ± 1 mm diameter cores from 0,9 into 1,07:
"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."
Annex B: B.2 Apparatus
Add requirements on application of test load and accuracy of testing machine in accordance with those that apply for the crushing test on chamber and shaft units and specify the dimensions of the steel or cast iron plates. Replace the first sentence as follows:
"The apparatus shall consist of a testing machine capable of applying the full test load without shock or impact and with an accuracy of 3 % of the specified test load. The apparatus shall be equipped with steel or cast iron plates, through which the specified load is applied to the unit whilst it is supported around its perimeter. The dimensions of the steel or cast iron plate shall not exceed more than 125 mm the dimensions of the access opening. The width of beddings in contact with the unit shall correspond to the conditions that would be achieved in the structure for which the unit was designed."
Annex B: B.4.2 Reinforced concrete units
Replace the plan views of Figures B.1 and B.2 by the following:

Figure B.1 — Vertical strength test for capping units, cover slabs and reducing slabs

Figure B.2 — Vertical strength test for certain tapers

Clarify the procedure for preventing the joint gap from closing by deleting the word "mean" in the 3rd sentence:
"The connecting pipe(s) or adaptor(s) shall be deflected to an angular deflection of 12 500/DN (or 12 500/WN, as appropriate to the shape of the bore of the connecting pipe(s) or adaptor(s)) in millimetres per metre or 50 millimetres per metre, whichever is the smaller, taking care to ensure that no structural damage is caused. In the case of an egg-shaped connecting pipe or adaptor the deflection shall be in the vertical plane. During this operation the joint gap(s) shall be prevented from closing at any point by, for example, interposing at the appropriate place(s) a packing with a thickness equal to the [ ] value of the clearance stated in the factory documents."
Annex C: C.7.3: Watertightness under shear load
Take into account that the pipe submitted to the watertightness test is not necessary completely filled with water: Add after the formula for Rs and the definition of Ww:
"Where the pipe is completely filled with water the value of Rs shall be calculated according to the following formula:
Rs = (Fs - Ww / 2) × l1 /( l1 - as) ≥ 0, in kilonewtons
where
Ww 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."
Annex D: D.4.1 Determination of mass of immersed sample m1
Clarify the procedure of immerging the sample, by inserting the word "minimum" to the 2nd sentence:
"The sample shall be brought to a temperature of 20 °C ± 3 °C, then immersed in tap water at the same temperature until a constant mass has been reached. This shall be achieved in stages by successively immersing the sample at intervals of one hour to approximately 1/3 of the height, approximately 2/3 of the height and the total height, with a minimum final water level of 20 mm above the top surface of the sample."
Annex G: Table G.1 :
Correct sampling procedures for concrete cover according to clauses 5.2.2: - by replacing the frequency 1 N for the initial type test by 1 S; - by adding the word "using" before "covermeter" for the initial type test; - by replacing the reference to 5.2.3 and 5.2.4 by the word "collapse" for the routine inspection."
Table G.1 — Sampling procedures Clause Test when specified Initial type test Routine inspection 5.2.2
Concrete cover 1 S using every unit that has been type-tested to 5.2.3 or 5.2.4, or using covermeter for other units Every unit that has been tested to collapse and, using convermeter, 2 N/day

Correct symbol for the standard deviation in the last lozenge of the right branch of the flow chart (δ → σ).
Figure H.1 — Flow chart for inspection of ultimate (collapse) load
on the basis of individual assessments (excluding inspection of unreinforced units using the Annex J option and basic inspection of reinforced units)

Annex H: H.4: Figure H.1
Replace Figure H.1 by the following, where in the first line of the last lozenge in the right branch of the flow chart in the equitation for the mean value xn, the minus (-) was replaced by plus (+).
Figure H.1 — Flow chart for inspection of ultimate (collapse) load
on the basis of individual assessments (excluding inspection of unreinforced units using the Annex J option and basic inspection of reinforced units)

Corrigendum 1
Les Figures A.1a, A.1b et A.2 doivent être corrigés comme suit:
Figure A.1a
Figure A.1b
Figure A.1 — Essai d'écrasement sur éléments en position horizontale

Légende 3 Feuille permettant un appui glissant ou amovible 4 Plaque d'acier doux avec une section minimale de 330 mm x 25 mm
Figure A.2 — Essai d'écrasement sur éléments en position verticale

3.1.1 regard de visite
Ajoutez les ouvrages types suivants à la Figure 1 ainsi que "8 Elément de couronnement" à la légende:
Figure 1 — Ouvrages types
Légende
1 Rehausse sous cadre 2 Dalle réductrice de couronnement 3 Elément droit (haut) 4 Elément de fond 5 Tête tronconique 6 Elément droit (bas) 7 Dalle réductrice intermédiaire
8 Elément de couronnement
Remplacez la Figure 2 par la suivante :
Figure 2.a) — Garniture d'étanchéité élastomère Figure 2.b) — Garniture d'étanchéité élastomère ou plastomère ou autre matériaux d'étanchéité Figure 2.c) — Garniture d'étanchéité élastomère ou plastomère ou autre matériaux d'étanchéité
Figure 2 — Assemblages types
6.1 Généralités
Précisez sous la note a du Tableau 5 que la résistance des carottes tirées des parois des éléments de couronnement est aussi sujet à des essais de type initiaux et de surveillance continue, même si la conformité des éléments de couronnement est vérifiée par un contrôle continu des performances:
Tableau 5 — Récapitulation des exigences concernant les essais Éléments verticaux Article Exigence Eléments droits Eléments de fond Eléments de couronnementDalles réductrices decouronnement,
têtes tronconiques, dalles réductrices intermédiaires Rehausses sous cadre 4.2.2.1 Résistance des carottes a – T/R T/R T/R b T/R a L'essai n'est applicable qu'aux éléments dont il n'est pas spécifié dans la présente Norme Européenne que la conformité doit être vérifiée par un contrôle continu des performances, y compris les parois des éléments de couronnement.
6.8 Résistance du béton des éléments de fond, éléments de couronnement, rehausses sous cadre et certaines têtes tronconiques Précisez que la résistance à la compression du béton des éléments de couronnement doit être déterminée sur des échantillons prélevés dans les parois de ces éléments:
"La résistance à la compression du béton doit être déterminée conformément à l'EN 12390-3. L'essai doit être réalisé sur des échantillons prélevés par carottage aux tiers de la hauteur intérieure des éléments de fond, des parois des éléments de couronnement et des têtes tronconiques comme prescrit au Tableau 5 (soit deux échantillons par élément), ainsi qu'à chaque quart de la circonférence ou du périmètre des rehausses sous cadre. On calcule ensuite à chaque fois la valeur moyenne des résultats."
Changez le coefficient de conversion pour les carottes d'un diamètre de (50
± 1) mm d de 0,9 à 1,07:
"La hauteur des carottes doit être égale à leur diamètre ± 10 mm :
 lorsqu'on utilise des carottes d'un diamètre de (100 ± 1) mm, le résultat doit être exploité sans coefficient de conversion ;
 lorsqu'on utilise des carottes d'un diamètre de (50 ± 1) mm, on doit appliquer un coefficient de conversion
...