PUBLIC REVIEW DRAFT DRAFT UGANDA STANDARD  
  DUS EAS 426-5 
First  Edition  
2016-mm-dd 
 
 Reference number  
DUS EAS 426-5: 2006 
© UNBS 201 6 
  
Concrete pipes and ancillary concrete products — Part 5: 
Specification for ogee pipes and fittings (including perforated)  
 PUBLIC REVIEW DRAFTDUS EAS 426-5: 2006 
ii                © UNBS  2016  - All rights reserved 
 Compliance with this standard does not, of itself confer immunity from legal obligations  
A Uganda Standard does not purport to include all necessary provisions of a contract. Users are 
responsible for its correct application  
© UNBS 2016 
All rights reserved. Unless otherwise specified, no part of this publication may be reproduced or utilised in any 
form or by any means, electronic or mechanical, including photocopying and microfilm, without prior written 
permission from UNBS. 
Requests for permission to reproduce this document should be addressed to 
The Executive Director 
Uganda National Bureau of Standards 
P.O. Box 6329 
Kampala 
Uganda 
Tel: 256 417 333 2 50/1/2/3 
Fax: 256 414 286 123 
E-mail: info@unbs.go.ug  
Web: www.unbs.go.ug  
 PUBLIC REVIEW DRAFTDUS EAS 426-5:2006 
© UNBS  2016 - All rights reserved                iii National foreword 
Uganda National Bureau of Standards (UNBS) is a parastatal under the Ministry of Trade, Industry and 
Cooperatives established under Cap 327, of the Laws of Uganda, as amended.  UNBS is mandated to co-
ordinate the elaboration of standards and is  
(a) a member of International Organisation for Standardisation (ISO) and  
(b) a contact point for the WHO/FAO Codex Alimentarius Commission on Food Standards, and  
(c) the National Enquiry Point on TBT Agreement of the World Trade Organisation (WTO). 
The work of preparing Uganda Standards is carried out through Technical Committees. A Technical 
Committee is established to deliberate on standards in a given field or area and consists of representatives of 
consumers, traders, academicians, manufacturers, government and other stakeholders. 
Draft Uganda Standards adopted by the Technical Committee are widely circulated to stakeholders and the 
general public for comments. The committee reviews the comments before recommending the draft standards 
for approval and declaration as Uganda Standards by the National Standards Council.  
This Draft Uganda Standard, DUS EAS 426-5: 2006 , Concrete pipes and ancillary concrete products — Part 
5: Specification for ogee pipes and fittings (including perforated),  is identical with  and has been reproduced 
from an East African Standard, EAS 426-5 : 2006 , Concrete pipes and ancillary concrete products — Part 5 : 
Specification for ogee pipes and fittings (including perforated),  and is being proposed for adoption as a 
Uganda Standard. 
This standard was developed by the Building and civil engineering Standards Technical Committee (UNBS/TC 
3). 
Wherever the words, “ East African Standard" appear, they should be replaced by "Uganda Standard." 
 
  PUBLIC REVIEW DRAFTEAS 426-5:2006 
ICS 91.140.80 
HS 6810.20.00 
HS 6810.91.00  
© EAC 2006 First Edition 2006 
 
 
EAST AFRICAN STANDARD 
 
Precast concrete pipes and ancillary  concrete products — 
Part 5:  
Specification for og ee pipes and fittings (including perforated)  
 
 
 
 
   
 
  
 
 
 
 
 
 
 
  
 
 
 
 
 
EAST AFRICAN COMMUNITY  
 PUBLIC REVIEW DRAFTEAS 426-5:2006  
ii © EAC 2006 — All rights reserved  
 
 PUBLIC REVIEW DRAFTEAS 426-5:2006  
© EAC 2006 — All rights reserved iii  
Foreword 
 
Development of the East African Standards has been necessitated by the need for harmonizing requirements governing quality of products and services in East Africa. It is envisaged that through 
harmonized standardization, trade barriers which are encountered when goods and services are 
exchanged within the Community will be removed.   
In order to achieve this objective, the Partner States in the Community through their National Bureaux 
of Standards, have established an East African Standards Committee.  
The Committee is composed of representatives of the National Standards B odies in Partner States, 
together with the representatives from the private sectors and consumer organizations. Draft East 
African Standards are circulated to stakeholders through the National Standards Bodies in the Partner 
States. The comments received are discussed and incorporated before finalization of standards, in accordance with the procedures of the Community.  
East African Standards are subject to review, to keep pace with technological advances. Users of the 
East African Standards are therefore expected to ensu re that they always have the latest versions of 
the standards they are implementing.  
 
© East African Community 2006 — All rights reserved
* 
East African Community  P O Box 1096  
Arusha 
 
Tanzania  
Tel: 255 27 2504253/8 
Fax: 255-27-2504481/2504255 
E-Mail: eac@eachq.org  
Web: www.each.org 
 
[Based on BS 5911-110:1992] 
 
                                                 
* © 2005 EAC — All rights of exploitation in any form and by any means reserved worldwide for EAC Partner States’ NSBs.  
 PUBLIC REVIEW DRAFTEAS 426-5:2006  
iv © EAC 2006 — All rights reserved Introduction 
 
This standard incorporates tests, on pipes in manufacturers’ works or in testing stations, that relate to 
performance of buried pipelines. The criteria are intended to ensure that the pipeline will carry ground or surface water at atmospheric pressure without suffering structural damage. Pipes to be installed in 
an environment aggressive to concrete should be the subject of special consideration, for example as 
regards depth of concrete cover to reinforcement.  
For an enquiry or order to be fully understood it is essential that the supplier be given the information 
set out in Appendix A. 
 
Users of this standard are advised to consider the desirability of third party certification of product 
conformity with this standard based on testing and continuing surveillance, which may be coupled 
with assessment of a supplier’s quality systems.  
 
 PUBLIC REVIEW DRAFTEAS 426-5:2006  
© EAC 2006 — All rights reserved  1  
Precast concrete pipes and ancilla ry concrete products — 
Part 110:  
Specification for og ee pipes and fittings (including perforated) 
 
 
Section 1: General 
 
1 Scope  
 
This Part of BS 5911 specifies requirements for pr ecast concrete cylindrical units, perforated or 
unperforated, each with ogee or other rebated joints, either unreinforced or reinforced with steel 
cages or hoops. Perforated unreinforced pipes are also included. 
 
The units specified are intended for drainage and for the construction of culverts, other than systems carrying foul water. 
 
The specification covers constituent materials, dimensional requirements, performance requirements, appropriate test methods and inspection procedures. 
 
This standard does not include the structural or hy draulic design of the pipeline, its durability under 
unusual environmental conditions or standards of workmanship and supervision during construction 
and operation. For guidance on these topics, work on further British Standards is in hand. 
 
NOTE The titles of the publications referred to in this Part of BS 5911 are listed on page 26. 
 
2 Definitions 
 
For the purposes of this Part of BS 5911 the following definitions apply. 
 
2.1 
unit 
a pipe, bend or junction 
 
2.2 unreinforced concrete pipe 
a hollow cylinder manufactured from concrete, cast as one piece and of uniform cross section 
throughout its length, except at the joint profile 
 
NOTE The inclusion of reinforcement solely for handling purposes does not exclude a pipe from this definition. 
 
2.3 reinforced concrete pipe 
a pipe, as defined in 2.2, but reinforced with one or more prefabricated steel cages or hoops suitably 
positioned to resist tensile stresses imposed by the specified test loads 
 
2.4 perforated pipe an unreinforced concrete pipe with circular perforations 
 
2.5 splayed end pipe a pipe having one or both of its ends designed to be in a plane not at right angles to its longitudinal 
axis 
 
2.6 rebated joint 
a joint made within the wall thickness of a unit, including ogee joints 
 
NOTE See Figure 1. EAST AFRICAN STANDARD PUBLIC REVIEW DRAFTEAS 426-5:2006  
2 © EAC 2006 — All rights reserved  
2.7 
nominal size (DN) 
a numerical designation of the bore of a unit, which is a convenient round number approximately 
equal to the internal diameter in millimetres 
 
2.8 manufacturing diameter 
a diameter of a unit that a manufacturer seeks to achieve  2.9 actual diameter 
a diameter found by measurement 
 
 
 
Figure 1 — Typical rebated joints 
 
2.10 
effective length 
the length of a pipe measured as shown in Figure 2  
2.11 
characteristic strength of concrete 
that value of cube strength below which 5 % of all possible strength measurements of the specified 
concrete are expected to fall 
 
2.12 
batch 
the number of units of a particular specification produced under uniform conditions during a givenproduction period by one particular process 
 
2.13 
reinforcement steel, other than stainless steel, cast within a unit so as to reinforce the concrete, or to locate steel for 
that purpose  
 PUBLIC REVIEW DRAFTEAS 426-5:2006  
© EAC 2006 — All rights reserved  3 
 
 
Figure 2 — Effective length of pipes 
 
 
Section 2: Materials 
 3 Cement 
 The cement shall: 
 a) be factory-produced by the cement manufacturer and comply with one of the following standards 
as appropriate: 
 
Type of cement Standard to be complied with 
Ordinary and rapid hardening Portland BS 12 
Portland-blastfurnace BS 146 
Sulfate-resisting Portland BS 4027 
Portland pfa BS 6588 
 
or 
 b) consist of a normal or special combination of cement complying with BS 12 and g.g.b.s. or p.f.a. 
in accordance with the following, to be included as part of the concrete mix by simultaneously 
combining them with the other concrete  materials at the concrete mixer: 
 
% by mass of total cementitious content  Cementitious component 
other than cement Standard to be complied with normal Special (additional resistance 
to sulfate, see note 
ggbs BS 6699 0 % to 65 % 70 % to 90 % 
pfa BS 3892-1 15 % to 35 % 25 % to 40 % 
 
NOTE The minimum cement content and maximum water/cement ratio specified in 6.1 will ensure that any of the cements 
listed in item a) or normal combinations of cement complying with BS 12 and g.g.b.s. or p.f.a. as specified in itemb) will faci litate 
resistance to sulfate attack equivalent to classes 1 and 2 in Table 6.1 of BS 8110-1:1985. Class 3 resistance will be provided by 
the use of special combinations of cement complying with BS 12 and g.g.b.s. or p.f.a. as specified in item b) or by cement 
complying with BS 4027; the latter will also facilitate class 4 resistance if the minimum cement content is 370 kg/m3. The advi ce 
of the pipe manufacturer should be sought where class 5 conditions exist. 
 
 
 PUBLIC REVIEW DRAFTEAS 426-5:2006  
4 © EAC 2006 — All rights reserved 4 Aggregates 
 
4.1 General 
 
Aggregates shall consist of materials complying with BS 882:1983 except that the manufacturer may 
modify the grading requirements of clause 5 of that standard (see clause 0 of BS 882:1983). 
 
4.2 Testing  
4.2.1 Mechanical properties 
When tested in accordance with BS 812-111, BS 812-112 and BS 812-105.1 respectively the limiting 
values on the mechanical properties of coarse aggregates shall be either a minimum of 10 % fines 
value of 100 kN or a maximum aggregate impact value of 30 %. Flakiness index shall be not more 
than 35. 
 
4.2.2 Nominal maximum size  
The nominal maximum size of aggregate sha ll not exceed the least of the following: 
 a) 20 mm;  b) the depth of concrete cover to reinforcement (see 7.2); 
 
c) one-quarter of the minimum thickness of the wall of the unit. 
 
5 Other concrete materials 
 5.1 Water 
 
Water shall be clean and free from harmful matter in such quantities as would affect the properties of the concrete in the plastic or hardened state (see Appendix A of BS 3148:1980).  
NOTE As a general rule, potable water, whether treated for distribution through the public supply or untreated, is suitable for  
making concrete. 
 
5.2 Admixtures 
 
Admixtures shall comply with BS 5075. 
 
NOTE Admixtures, when used (see Appendix A), should not impair the durability of the concrete, nor combine with the 
ingredients to form harmful compounds nor increase the risk of corrosion of reinforcement. 
 
The chloride ion content of admixtures shall not exceed 2 % by mass of the admixture or 0.03 % by 
mass of the cement, when used in:  
a) any concrete containing reinforcement or other embedded metal; and 
 b) any concrete made with cement complying with BS 4027. 
 
The manufacturer shall make available details of:  
1) the relevant production records; 
 
2) the admixture(s) used;  
3) the dosage rate of each admixture; 
 4) the effect of under-dosing and over-dosing. 
 
  PUBLIC REVIEW DRAFTEAS 426-5:2006  
© EAC 2006 — All rights reserved  5 6 Concrete mix, casting and finish 
 
6.1 Cement content 
 
The fully compacted concrete shall contain not less than 360 kg of cement (inclusive of any g.g.b.s. or p.f.a.) per cubic metre and shall have a water/ceme nt ratio not greater than 0.45. Where a special 
combination of cement complying with BS 12 and g.g. b.s. or p.f.a. is used (see itemb) of clause 3), 
the minimum cementitious content shall be increased from 360 kg/m
3 to 380 kg/m3. 
 
6.2 Chloride content  
The total chloride ion content of the concrete mixes shall be as given in Table 1.  
Table 1 — Limits of chloride content of concrete 
 
Type of concrete Maximum total chloride content 
expressed as a percentage of chloride ion by mass of cement (inclusive of g.g.b.s. or p.f.a. 
when used) 
% 
Heat-cured concrete containing embedded metal 0.1 
Concrete made with cement complying with BS 4027 0.2 
Concrete containing embedded metal and made with 
cement complying with BS 12, BS 146, or combinations of 
cement complying with BS 12 and g.g.b.s. or p.f.a. 0.4 
 
6.3 Work in cold weather 
 
Concrete, when placed, shall have a temperature of at least 5 °C, which shall be maintained until the concrete is hardened. 
 
It is permissible to heat aggregates and water before mixing, to a temperature not exceeding 60 °C.  
Other materials and moulds, if at a temperature below 0 °C, shall not be used. 
 
6.4 Compaction 
 
All units shall be compacted so that, when hardened, they shall be free from honeycombing and from 
any individual large void (i.e. greater than 6 mm) as defined in 4.4.1 of BS 1881-120:1983. 
 Blistering shall not be regarded as a void. 
 
6.5 Surface finish 
 
6.5.1 Surface evenness 
 
When tested in accordance with B.1, the internal surface of a pipe shall not have irregularities that 
cause the central portion of the gauge to touch the pipe. 
 
NOTE For pipes of the smaller nominal sizes, it may prove impracticable to test the central portion of the pipe. 
 
6.5.2 Surface voids 
 
Surfaces of units shall be free from voids that, when tested in accordance with B.2, permit 
diametrically opposite points of the rim of the gauge to touch simultaneously the surface of the unit. 
 
Units exhibiting surface voids greater than 12 mm deep shall be deemed not to comply with this standard. 
 PUBLIC REVIEW DRAFTEAS 426-5:2006  
6 © EAC 2006 — All rights reserved NOTE Voids up to and including 12 mm deep may be made good using material complying with 6.6.1 . The surface finish of 
units containing reinforcement shall be in accordance with 7.2. 
 
6.6 Making good 
 6.6.1 Materials 
Materials for making good shall be one of the following. 
 a) Neat cement grout, with or without the addition of styrene-butadiene rubber (SBR), the type of 
cement being compatible with that in the unit to be made good. 
 
b) 1:3 cement/sand mortar proportioned by mass with or without the addition of SBR. The cement 
shall be compatible with that in the unit to be made good and the sand shall comply with the 
requirements for fine aggregate in BS 882 but have a grading such that 100 % of the material 
passes a 5 mm sieve. 
 
c) A sample of the concrete mix minus the aggregate retained on the 5 mm sieve, with or without the 
addition of SBR. 
 d) Epoxy or polyester resin, or polymer latex mortar. 
 
NOTE For guidance on the use of epoxy and polyester resins, see CIRIA Report 69 “Effective use of epoxy and polyester 
resins in civil engineering structures”, published by the Construction Industry Research and Information Association1). See als o 
“The Repair of Concrete Structures” published by the Cement and Concrete Association2), which also deals with polymer latex 
mortars, and 6.10.5 of BS 8110-1:1985. 
 
6.6.2 Blistering  
Any blistering shall be made good using material complying with 6.6.1 d). 
 
Flaking of the surface of a unit does not constitute blistering. 
 
6.6.3 Joint surfaces 
 
Before a unit is tested for compliance it is permissible:  
a) subject to 6.4 to rework a joint profile for compliance with clause 15 by the application of material 
complying with 6.6.1 b) or c) to a depth not exceeding 5 mm whilst the concrete is still green, or 
material complying with 6.6.1 d), or by grinding off; 
 
b) subject to 6.4 to make good using material complying with 6.6.1 b) or c) any spalling of the arrises 
of spigots or sockets that has occurred during de-moulding or handling. 
 
6.6.4 Exposed steel 
 
Where, on de-moulding, bar steel not forming part of th e reinforcement of a unit is visible, or found to 
be within the concrete cover, it is permissible to remove a maximum of two such pieces each having a 
length not exceeding half the thickness of the unit and to make good the void(s) with material 
complying with 6.6.1 d) before the unit is assessed for compliance. 
 
6.6.5 Rubbing down 
 
After a unit has been cured and prior to despatch, it is permissible to rub down where necessary to 
produce a surface finish to comply with 6.5. 
 
7 Reinforcement 
 
7.1 Materials and arrangement 
 
Reinforcement shall comply with one of the following standards, as appropriate.  PUBLIC REVIEW DRAFTEAS 426-5:2006  
© EAC 2006 — All rights reserved  7 Type of reinforcement Standard to be complied with 
Carbon steel bars for the reinforcement of concrete  BS 4449 
Cold reduced steel wire for the reinforcement of concrete  BS 4482 
Steel fabric for the reinforcement of concrete  BS 4483 
 
The main reinforcement shall normally be placed in a circular arrangement, in the form of concentric 
hoops, either hooked, butt welded, or lap welded; or in the form of a continuous helix or fabric, 
suitably welded. Longitudinal bars or wires or any other effective method shall be used to control spacing and shape and to ensure safe handling. 
 
The clear space between circumferential bars shall be not less than the nominal maximum size of the coarse aggregate plus 5 mm.  7.2 Protection for reinforcement 
 The concrete cover over all reinforcement shall be such that, in any finished unit, it is nowhere less 
than 12 mm. 
 An effective means shall be provided for maintaining the reinforcement in position and for ensuring 
correct cover during manufacture of the unit. Spacers for this purpose shall be of grade 316S31 
austenitic stainless steel complying with BS 970-1 or other rustproof material. Units exhibiting rust marks that originate from steel within the unit shall be deemed not to comply with this Part of BS 
5911. 
 There shall be no steel, other than stainless steel, within the concrete cover. 
 
Reinforcement shall be free from mud, oil, paint, retarders, loose rust, loose mill scale, snow, ice, 
grease or any other substance which can be shown to affect adversely the steel or concrete 
chemically, or to reduce the bond. 
  
Section 3: Dimensions and tolerances 
 
8 Nominal size and effective length 
 
8.1 Nominal size (DN) 
 
The nominal sizes (see 2.7) of units shall be either: 
 a) those given in column 1 of Table 2; or 
 
b) for perforated pipes, from DN 150 to DN 600, as given in Table 2. 
 
8.2 Effective length of pipes 
 
The effective length of pipes (see 2.10) shall be in the range 0.45 m to 2.5 m inclusive. 
 Information shall be available on the effective lengths of pipes in a given nominal size named in an 
enquiry or order. (See Appendix A.) 
 
9 Diameters 
 
9.1 Internal manufacturing diameter and actual diameter 
 Information shall be made available at the enquiry stage, on the internal manufacturing diameters 
(see 2.8) that can be supplied. (See Appendix A.) The internal manufacturing diameter shall not be 
outside the limits given in column 2 of Table 2. 
 
The internal actual diameter (see 2.9) shall not deviate from the manufacturing diameter by an 
amount greater than that given in column 3 of Table 2. PUBLIC REVIEW DRAFTEAS 426-5:2006  
8 © EAC 2006 — All rights reserved  
9.2 External manufacturing diameter  The external manufacturing diameter of the barrel of a unit (see 2.8) shall be declared, if required. 
(See Appendix A.) 
 
10 Variation in the thickness of wall 
 
The radial thickness of the wall of a unit shall not vary by more than the amount stated in column 4 of 
Table 2. 
 
11 Squareness of ends 
 
Pipes other than splayed end pipes shall be capable of being aligned and jointed in all orientations with a minimum penetration of 50 % of the joint depth.  
Table 2 — Nominal sizes and tolerances 
 
1 2 3 4 
Limits of internal manufacturing diameter 
(see clause 9) Nominal 
size of units 
(see 8.1) Maximum diameter Maximum diameter Deviation of internal 
actual diameter 
from manufacturing 
diameter  
(see clause 9) Variation of 
wall thickness 
(see clause 
10) 
DN mm mm mm( ±) mm 
150 55 150 5 6 
225 230 225 5 6 
300 305 300 5 6 
375 385 365 6 6 
450 460 440 6 6 
525 535 515 6 6 
600 610 590 6 6 
675 695 655 6 6 
750 770 730 6 6 
825 845 805 6 6 
900 920 880 6 6 
975 995 955 6 6 
1 050 1 070 1 030 6 6 
1 125 1 145 1 105 6 6 
1 200 1 220 1 180 10 10 
 
12 Deviation from straightness 
 
When assessed as described in Appendix C, the pipe shall satisfy the criteria for straightness.  
13 Surface cracking 
 
It is permissible for either of the following types of crack to be visible in the surface of a unit: 
 a) structural cracks that have developed in the tensile zone of reinforced concrete, within the limit 
specified in 19.4.2 , as a result of testing in accordance with Appendix D; 
 
b) crazing within any cement-rich surface layer.   
Units exhibiting cracks other than those described in a) and b) shall be deemed not to comply with 
this Part of BS 5911, whether or not the cracks were caused by testing. 
 
14 Perforations in pipes 
 
Perforations shall have a total area of not less than 1 000 mm2 per metre length of pipe and shall be 
circular, with diameters not greater than 10 mm nor less than 3 mm. PUBLIC REVIEW DRAFTEAS 426-5:2006  
© EAC 2006 — All rights reserved  9  
NOTE Some spalling on the inner face can be tolerated around perforations. 
 
15 Joints 
 
The axial length of each joint of a unit shall be not less than 15 mm or (0.03DN + 7) mm, where DN is 
the nominal size of the unit, whichever is the greater. For example, for a section of DN 1 200, the axial 
length shall be not less than (0.03 × 1 200 + 7) mm = 43 mm. Other joint dimensions shall conform to the manufacturer’s stated dimensions and tolerances. 
 
NOTE For typical joints, see Figure 1. 
 
16 Bends 
 
Bends shall be either cast as one piece, or fabricated using sections of pipe complying with this Part 
of BS 5911 and bonded with materials specified in 6.6.1 d). 
 
The minimum effective lengths, as shown in Figure 3, shall be as given in Table 3 for the appropriate nominal sizes.  
17 Junctions 
 
The nominal sizes and dimensions of junctions, as shown in Figure 4, shall be as given in Table 4 and 
Table 5. In oblique-angled junctions, the length of the oblique branch shall not extend beyond the socket or spigot of the main pipe.  Table 3 — Minimum effective lengths a nd typical nominal angles of bends 
 
Nominal size Typical nominal angles Minimum effective length 
DN degree mm 
150 to 225 45, 22.5, 11.25 300 
300 to 600 45, 22.5, 11.25 450 
675 and upwards 1 22.5, 11.25 1 500 
NOTE 1 Bends may not necessarily have the same loadbearing capacity as the pipes with which they are to be laid. 
 
NOTE 2 Bends should have the same manufacturing diameter and wall thickness as the pipes with which they are to be 
laid. 
 
Table 4 — Right-angled junctions 
 
Nominal size  
D D1 A B 
See 8.1 To be the same size as D or any 
nominal size less than D Not more 
than375 mm See 8.2 
 
Table 5 — Oblique-angled junctions 
 
Nominal size 
D D B 
See 8.1 To be the same size as D  or any nominal size 
less than D See 8.2 
 
The junction shall be either cast as one piece or built up by inserting a branch pipe in the main 
concrete pipe. Concrete pipes used for built up junctions shall comply with this Part of BS 5911. 
 
When built up, the branch shall be secured with adhesive material (see 6.6.1 ). Where cement/sand 
mortar is used it shall comply with 6.6.1 b), the type of cement being consistent with that of the main 
pipe. Where the branch is built up by using a length of vitrified clay pipe, this shall comply with BS 65. 
 PUBLIC REVIEW DRAFTEAS 426-5:2006  
10 © EAC 2006 — All rights reserved The internal surface at the intersection of the br anch pipe and the main pipe shall have a flush and 
fair finish. 
 
Junctions shall be marked as specified in clause 23 and sampled and tested in accordance with the 
appropriate requirements given in Table 6. 
 
NOTE 1 The main pipes of junctions should have the same manufacturing diameter and wall thickness as the pipeline within 
which they are to be laid.  NOTE 2 Junctions may not necessarily have the same loadbearing capacity as the pipes with which they are to be laid. 
 
 
 
 
Figure 3 — Effective lengths of typical bends 
 PUBLIC REVIEW DRAFTEAS 426-5:2006  
© EAC 2006 — All rights reserved  11 
 
 
Figure 4 — Typical junctions 
 
Table 6 — Summary of test requirements and inspection procedures 
 
Unit Nominal size 
and category Test Compliance 
requirements 
given in 
clause Test 
method given in Required as, type test (see Required as routine test Inspection procedures given in 
clause 
All Surface evenness 6.5.1 Appendix B — — See note 1 
All Surface voids 6.5.2 Appendix B — — See note 1 
All Straightness 12 Appendix C — — See note 1 
All Water absorption 19.2 Appendix D √ √ 21.3 
All reinforced Hydrostatic 19.3 Appendix E √ √ 21.1 
All reinforced Works proof load 19.4.2  Appendix F √ √ 21.1 
All Maximum load 19.4.3  Appendix F √ √ 21.2 
All ≤ DN 300 BMR 19.5 Appendix G √ √ 21.4 Pipe 
All reinforced Cover to 
reinforcement 7.2,19.6  Appendix H √ √ 21.2 
All Surface voids 6.5.2 Appendix B — — See note 1 
All Water absorption 19.2 Appendix D √ √ 22.3 
All reinforced 
DN 300 Hydrostatic 19.3 Appendix E √ √ 22.1 
All Cube crushing 19.1 19.1 √ √ 22.2 Bend (cast in one 
piece) 
All reinforced Cover to 
reinforcement 7.2, 19.6  Appendix H √ √ 22.1 
Bend (built 
up) All reinforced ≤ 
DN 300 Hydrostatic(See note 2) 19.3 Appendix E √ √ 22.1 
All Surface voids 6.5.2 Appendix B — — See note I 
All Water absorption 22.3 Appendix D √ √ 22.3 
All reinforced ≤ 
DN 300 Hydrostatic 19.3 Appendix E √ √ 22.1 
All Cube crushing 19.1 19.1 √ √ 22.2 Junction 
(cast as 
one piece) 
All reinforced Cover to 
reinforcement 7.2, 19.6  Appendix H √ √ 22.1 
Junction 
(built up) All reinforced ≤ 
DN 300 off ≥  
DN 750 Hydrostatic (See note 2) 19.3 Appendix E √ √ 22.1 
NOTE 1 These tests are to be carried out as and when required. 
 NOTE 2 Fabricated bends and built-up junctions are made from sections of pipe and do not require separate testing and 
inspection. 
 NOTE 3 Inspection procedures are not given in this Part for isolated batches of units subject to the hydrostatic or crushing strength test. See 21.1. 
 
  PUBLIC REVIEW DRAFTEAS 426-5:2006  
12 © EAC 2006 — All rights reserved  
Section 4: Tests 
18 General 
 
18.1 Routine and type testing 
 
18.1.1 Units shall comply with the appropriate routine and type test requirements given in this 
section and summarized in Table 6 and shall be inspected using the procedures specified in section 
5. 
 
NOTE Inspection procedures are not given in this Part for isolated batches of units subject to the hydrostatic or works proof 
load crushing test. See 21.1. 
 
18.1.2 Type tests shall be carried out to prove the design of a component or assembly. They shall be 
undertaken wherever there is a change in design, type of material or method of manufacture.  18.1.3 Records of all tests and inspection procedures shall be kept by the manufacturer. 
 
18.2 Acceptance of units  
Units shall be considered ready for acceptance only after the design has been proven by type tests 
and the batch of which the units form part has been routinely tested and shown to comply with 19.3 
and 19.4.2 . 
 
All units within any batch shall be cured and matured under similar conditions. They shall not be 
dispatched until they are at least 10 days old. 
 
Units cored and treated as specified in 19.2 or reinforced units that have passed the appropriate 
works proof load test and have not cracked under the load outside the limits specified in 19.4.2 shall 
be marked as specified in clause 23 and shall be taken to comply with this Part of BS 5911 in those 
respects. 
 
19 Test requirements 
 19.1 Cube crushing test 
 
For all monolithic bends and junctions cast as one piece, sets of cubes shall be made, cured and tested in accordance with BS 1881-108, BS 1881-111 and BS 1881-116 respectively. When assessed 
in accordance with BS 5328, the 28-day characteristic strength of concrete having the whole 
cementitious content in accordance with BS 12 shall be not less than 40 N/mm
2. For other cements 
the strength shall be not less than 45 N/mm2. 
 It is permissible to show compliance with the required 28-day characteristic strength before 28 days have elapsed by testing additional cubes cured and stored under the same regime as the units that 
they represent. 
 
NOTE Cube tests for the concrete used in pipes and built-up bends and junctions are not required because the concrete 
used in the manufacture of these units is generally compacted in quite a different way from the method specified in BS 1881-
108. 
 
19.2 Water absorption test 
 
Units, except fabricated bends and built-up junctions, built-up bends and junctions shall be sampled 
and tested in accordance with Appendix D.  
The increase in the dry mass of a single test piece by absorption of water shall not exceed: 
 a) 3.6 % after 30 min; 
 
b) 6.5 % after 24 h.  PUBLIC REVIEW DRAFTEAS 426-5:2006  
© EAC 2006 — All rights reserved  13 The hole in a unit from which a core specimen has been taken shall be sealed with material 
complying with 6.6.1 d). 
 
19.3 Hydrostatic test for reinforced units only  
Pipes of all nominal sizes, bends up to and including DN 300 and junctions up to and including DN 
300 off DN 750 shall be sampled and tested in accordance with Appendix E. 
 The unit shall withstand an internal hydrostatic pressure of 0.14 N/mm2 (14 m head) if it is a pipe, or 
0.07 N/mm2 (7 m head), if it is a bend or a junction , for a period of 1 min without cracking, leaking or 
showing other signs of distress. However, moisture appearing on the surface in the form of patches or 
beads adhering to the surface shall be permitted. 
 
Prior to testing, the units shall not be treated with any coating or lining. 
 
19.4 Crushing load tests for pipes 
 19.4.1 General 
 
The maximum and works proof crushing test loads for pipes shall be: 
 a) those shown in Table 7; or 
 
b) where stronger pipes are designed and manufactured, appropriate higher maximum loads with, in 
the case of reinforced concrete pipes, a works proof load equivalent to 80 % of the maximum 
load. 
 
Table 7 — Crushing test loads for pipes 
 
Class S Class H 
Nominal size 
of pipe Works proof load 
(reinforced only) Maximum 
load Works proof load 
(reinforced only) Maximum load 
DN     
150 20 25 25 31 
225 20 25 28 35 
300 20 25 32 40 
375 20 25 36 45 
450 20 25 41 52 
525 20 25 46 58 
600 20 25 54 68 
675 20 25 60 75 
750 20 25 65 81 
825 20 25 69 86 
900 20 25 85 106 
975 20 25 91 114 
1050 20 25 96 120 
1 125 20 25 106 133 
1200 20 20 110 138 
 
19.4.2 Works proof load test 
 
When tested in accordance with Appendix F a reinforced pipe shall withstand for at least 1 min the 
appropriate works proof load specified in 19.4.1 for its size and class without developing a crack 
penetrable by a 0.25 mm feeler gauge described in F.4. 
 
Failure shall constitute penetration to a depth of 2 mm on inspection at intervals of 20 mm to 50 mm 
over a length of 300 mm or more.  PUBLIC REVIEW DRAFTEAS 426-5:2006  
14 © EAC 2006 — All rights reserved NOTE Given the inspection procedures specified in this standard and the minimum cover specified in 7.2 for pipes not 
exposed to particularly aggressive environments, the permissible crack width of 0.25 mm is consistent with the crack control 
provisions given in BS 8110-1 and BS 8110-2. 
 
19.4.3 Maximum load test  
19.4.3.1 Unreinforced pipes 
 
When tested in accordance with Appendix F an unreinforced pipe shall withstand, without showing signs of distress, the appropriate maximum test load specified in 19.4.1 . 
 19.4.3.2 Reinforced pipes 
 
When tested in accordance with Appendix F, a reinforced pipe shall withstand, with no limit on crack 
width but without collapse, a load that is not less than the maximum test load specified in 19.4.1 . 
 
19.5 Bending moment resistance (BMR) of pipes 
 
Pipes up to and including DN 300 with effective lengths greater than 1.25 m shall, when tested in 
accordance with one of the methods described in Appendix G, resist the bending moment resistance 
appropriate to their size and class, as specified in Table 8, or, where stronger pipes are designed and 
manufactured [see 19.4.1 b)] an appropriate higher value. 
 
NOTE See Appendix G. 
 
Table 8 — Bending moment resistance (BMR) 
 
Nominal size of pipe 
DN Class S 
kN m  Class H 
kN m  
150 3.4 4.5 
225 8.1 11.2 
300 15.9 24.2 
 
19.6 Depth of cover to reinforcement  
Reinforced units shall be sampled and tested in accordance with Appendix H. 
 
Units that have been successfully tested shall be made good with material complying with 6.6.1 d) 
before dispatch and shall be taken to comply with this Part of BS 5911 in that respect. 
 
Section 5: Inspection procedures and marking 
 
20 Type of inspection and batch size 
 
20.1 Type of inspection 
 
20.1.1 Normal inspection 
 
Normal inspection shall be used when a process has been in operation long enough to be in a state of 
control. 
 20.1.2 Tightened inspection 
 
Tightened inspection shall be used:  
a) when inspecting a new product, a redesigned product or a new production line; or 
 
b) when so directed by the switching rules in 20.2. 
 
 PUBLIC REVIEW DRAFTEAS 426-5:2006  
© EAC 2006 — All rights reserved  15 20.1.3 Reduced inspection 
 
Reduced inspection shall be substituted for normal inspection only when permitted by the switching 
rules given in 20.2.4 . 
 
20. Switching rules 
 20.2.1 General 
 
Changes from one inspection type to another shall be in accordance with the following switching 
rules.  The rules given in 20.2.2 , 20.2.5 and 20.2.6 shall apply in all cases, whereas the rules given in 20.2.3 
and 20.2.4 shall apply at the discretion of the manufacturer. 
 
20.2.2 Normal to tightened inspection 
 
When using normal inspection, switch to tightened inspection if two in five or less consecutive batches have been rejected. 
 
20.2.3 Tightened to normal inspection 
 
When using tightened inspection, switch to normal  inspection only when five consecutive batches 
have been accepted. 
 
20.2.4 Normal to reduced inspection 
 20.2.4.1 When using normal inspection, switch to reduced inspection only if: 
 a) the last 10 batches (see Table 9) have been subject to normal inspection and have all been 
accepted; and 
 b) the total number of defectives in samples taken from the last 10 batches is less than or equal to 
the number given in Table 9. When double sampling is used, all samples inspected shall be 
included, i.e. not the first samples only. 
 
Table 9 — Maximum number of individual defectives in last 10 batches permitted for switching 
reduced inspection (hydrostatic, works proof load (reinforced) and maximum load 
(unreinforced) crushing test) 
 
Number of units sampled from last 
10 batches Total number of defectives in last 10 batches on normal inspection 
30 to 79 0 
80 to 129 2 
130 to 199 4 
200 to 319 8 
320 to 499 14 
500 to 799 25 
800 to 1 249 42 
NOTE The values in this table are consistent with those in Table VIII of BS 6001-1:1991 for a target acceptable 
quality level (AQL) of 6.5 %.  
 
20.2.4.2 Where the sample consists of less than 30 units, more batches shall be used, provided that 
the batches used are the most recent ones in sequence, that they have all been on normal inspection, 
and that none has been rejected. 
 
NOTE A total of less than 30 units sampled is not sufficient for switching to reduced inspection. 
 
  PUBLIC REVIEW DRAFTEAS 426-5:2006  
16 © EAC 2006 — All rights reserved 20.2.5 Reduced to normal inspection 
 
When using reduced inspection, switch to normal inspection if: 
 
a) a batch is rejected; or  
b) a batch is accepted where the acceptance number given in column 4 (single sampling) or 6 
(double sampling) of Table 10 or Table 11 as appropriate, has been exceeded, but the rejection 
number in column 5 (single sampling) or 7 (double sampling) has not been reached; or 
 c) production becomes irregular or delayed. 
 
20.2.6 Tightened inspection to stopping production 
 
When using tightened inspection, stop production if it is not possible to switch to normal inspection 
(see 20.2.3 ) after 10 consecutive batches. 
 
Investigate the cause of failure and take any necessary remedial action. Resume production using tightened inspection. 
 
20.3 Size of batch 
 
When inspecting units, it is permissible to choose any size of batch (see 2.12 ) provided that: 
 
a) it is in accordance with 18.2; and 
 
b) where a batch consists of more than 150 class H units, it is produced within a 24 h period.  
Table 10 — Inspection plans for hydrostatic and works proof load crushing tests (reinforced 
pipes only) 
 
1 2 3 4 5 6 7 
Accept  Reject Accept Reject Inspection type Batch size Sample size 
(See note 2) 
Number of defectives 
Normal 2 to 25 2 (single) 0 1  - 
 26 to 150 5 (double) 0 2 1 2 
 151 to 280 8 (double) 0 3 3 4 see 20.3 b) 
 281 to 500 13 (double) 1 4 4 5 
 501 to 1200 20 (double) 2 5 6 7 
Tightened 2 to 25 3 (single) 0 1 - - 
 26 to 150 8 (double) 0 2 1 2 
 151 to 280 8 (double) 0 2 1 2 see 20.3 b) 
 281 to 500 13 (double) 0 3 3 4 
 501 to 1200 20 (double) 1 4 4 5 
Reduced 2 to 25 2 (single) 0 1 - - 
 26 to 150 2 (double) 0 2 0 2 
 151 to 280 3 (double) 0 3 0 4 see 20.3 b) 
 281 to 500 5 (double) 0 4 1 5 
 501 to 1200 8 (double) 0 4 3 6 
NOTE 1 This table follows table's in BS 6001-1:1991 and is consistent with a target acceptable quality level (AQL) of 6.5 % 
at General Inspection Level 1. 
NOTE 2 Sample sizes given in this table are not, suitable for assessing compliance with the standard on an isolated batch basis. 
 PUBLIC REVIEW DRAFTEAS 426-5:2006  
© EAC 2006 — All rights reserved  17  
Table 11 — Inspection plans for maximum load crushing tests (unreinforced only) 
 
1 2  3 4 5 6 7 
Accept Reject Accept Reject Inspection 
type Batch size Sample size 
Number of failures 
2 to 50 2 (single) 0 1 - - 
51 to 500 5 (double) 0 2 1 2 
501 to 3 200 8 (double) 0 3 3 4 Normal 
3 201 to 10 000 13 (double) 1 4 4 5 
Tightened 2 to 50 3 (single) 0 1 - - 
 51 to 3 200 8 (double) 0 2 1 2 
 3 201 to 10 000 13 (double) 0 3 3 4 
Reduced 2 to 50 2 (single) 0 1 -  
 51 to 500 2 (double) 0 2 0 2 
 501 to 3 200 3 (double) 0 3 0 4 
 3 201 to 10 000 5 (double) 0 4 1 5 
NOTE The above table is based on tables in BS 6001-1:1991 and is consistent with a target acceptable quality level (AQL) 
of 6.05 % at Special Inspection Level S3. 
 
21 Inspection procedures for pipes 
 
21.1 Inspection procedure for the hydrostatic or works proof load (reinforced) or maximum 
load (unreinforced) crushing test 
 The inspection procedure given in items a) to f) shall be used whenever a regular process is in 
operation and units subject to the hydrostatic or crushing tests are being produced on a continuing 
basis.  
NOTE The sampling plan in this clause follows BS 6001-1:1991, which is intended primarily to be used for a continuing 
series of batches and warns that for isolated batches more stringent sampling plans will be required to give the desired 
protection (see also BS 6000). On that basis, therefore, more stringent inspection criteria should be specified where batches are not produced as part of a regular pipe production process. 
 
a) Determine the appropriate inspection type (see 20.1 ). 
 b) Select the batch size (see 20.3). For the hydrostatic test only, it is permissible to group together 
pipes of different specifications, provided that  all the following conditions are satisfied: 
 
1) all pipes in such a batch are produced by the same manufacturing process; 
 
2) the ratio of the largest to the smallest nominal size in the batch is not greater than 1.5;  
3) the production period is not more than one week; 
 4) the size of the batch does not exceed 150 pipes; 
 
5) any subsequent acceptance or rejection applies to all pipes in the batch. 
 
c) Take a random sample of size as given in column 3 of Table 10 or Table 11 for the appropriate 
inspection type and size of batch. 
 
d) Subject the sample to the hydrostatic test specified in 19.3 or the works proof load test 
(reinforced) specified in 19.4.2 or the maximum load test (unreinforced) specified in 19.4.3.1 . 
 
e) Assess the acceptability of the batch, as follows: 
 
1) For batches of 25 or less (Table 10) or 50 or  less (Table 11), i.e. single sampling, if the 
number of defectives is nil (see “Accept” number in column 4 of Table 10 or Table 11), accept PUBLIC REVIEW DRAFTEAS 426-5:2006  
18 © EAC 2006 — All rights reserved the batch. If the number of defectives is one or more (see “Reject” number in column 5 of 
Table 10 or Table 11), reject the batch. 
 2) For batches of 26 or more (Table 10) or 51 or more (Table 11), i.e. double sampling, if the 
number of defectives is equal to or less than the “Accept” number in column 4 of Table 10 or 
Table 11, accept the batch, with the exception of  any defectives. If the number of defectives is 
equal to or greater than the “Reject” number in column 5 of Table 10 or Table 11, reject the batch. 
 
However, if the number of defectives is greater than the “Accept” number in column 4 but less than the “Reject” number in column 5, take a second random sample of the same size as the first one. Then if the cumulative number of defectives for both samples is less than the second 
“Reject” number (column 7), accept the batch, with the exception of any defectives [see also 
20.2.5 b)]. If the cumulative number of defectives is equal to or greater than the “Reject” number 
in column 7, reject the batch. 
 f) Record the results. 
 Where a batch has been rejected during the inspection for the hydrostatic test, the manufacturer shall 
be permitted to test the remaining pipes in that batch, and to claim compliance for those pipes that 
pass the tests.  
Where a batch has been rejected during the inspection for the works proof load crushing test, it is 
permissible for the remaining pipes in the batch to be reclassified in a lower strength class appropriate to the failure load measured for the pipe that fail ed the test. In such a case, the marking on the 
remaining pipes shall be amended accordingly. 
 
21.2 Inspection procedure for the maximum load crushing test and test for depth of cover to 
reinforcement (reinforced pipes only)  
 
When carrying out the maximum load crushing test and the test for depth of cover to reinforcement, 
the inspection procedure shall be as follows. 
 
a) Select one pipe at random from each 30 pipes of a given specification selected for the works 
proof load crushing test in accordance with 21.1, provided that not more than one pipe is selected 
from consecutive batches comprising a total of 600 pipes or less of the given specification. If no 
pipe has been selected during a period of one mont h, select one pipe of any specification at 
random from each manufacturing process, provided that the pipes selected within a 12 month period are representative of the full range of nominal sizes produced during that period. 
 
b) Subject the pipe to the maximum crushing test load specified in 19.4.3 and the depth of cover to 
reinforcement test specified in 19.6. 
 c) If the pipe fails, record the result, discontinue the manufacturing process, investigate the cause of 
failure and take any necessary remedial action.  
 d) Restart the process and test the first three pipes made thereafter. 
 
e) If all three pipes pass the test, resume production and inspection, using the tightened rate of 
inspection for the works proof load test (see 20.1.2). 
 
However, if any pipe fails, discontinue the manufacturing process and carry out further investigations and remedial action. 
 
f) Repeat d) and e) until satisfactory, results have been obtained. 
 Where a pipe fails the depth of cover to reinforcement test, the batch from which it was selected shall 
be rejected but it is permissible to subject the remaining pipes in the batch to the test. Only those that 
pass the test shall be accepted. Where a pipe fails the maximum load crushing test, the batch from which it was selected shall be rejected. PUBLIC REVIEW DRAFTEAS 426-5:2006  
© EAC 2006 — All rights reserved  19  
Reclassify the remaining pipes in the batch in a lower strength class appropriate to the failure load 
measured for the pipe that failed the test. In such a case, the marking on the remaining pipes shall be 
amended accordingly. 
 
21.3 Inspection procedure for the water absorption test 
 
When carrying out the water absorption test, the following inspection procedure shall be used.  
a) From each manufacturing process, select one pipe in 500 or two pipes per week, whichever is the 
greater, and take specimens as described in Appendix D. Use the same type of specimen for all 
tests on a given product. 
 
b) Subject the specimens to the water absorption test specified in 19.2. 
 c) If the specimens pass the test, accept the pipes in the batch or batches from which they were 
taken. If any specimens fails, repeat a) and b), using a second sample. 
 d) If the specimens obtained from the second sample of pipes pass the test, accept the pipes in the 
batch from which they were taken. However, if any of these specimens fail, proceed as follows. 
 
1) Reject the batch or batches. However, it is permissible to take specimens from all the 
remaining pipes and subject them to the test. Only those pipes that pass the test shall be accepted. 
 
2) Investigate the cause of failure and take any necessary remedial action. 
 3) Resume production and increase the rate of inspection to one pipe in 250 or four pipes per 
week, whichever is the greater. 
 4) Resume the rate of inspection given in a) only after all samples taken during a production 
period of five consecutive weeks have passed the test. 
 
21.4 Inspection procedure for bending moment resistance (BMR) test 
 
21.4.1 Unreinforced pipes 
 
In the size range up to and including DN 300 with effective length greater than 1.25 m from each 
batch of 30 selected for the maximum load test in accordance with 21.1, select one pipe at random 
from that batch for the BMR test. If this fails to comply, select three more, and if all pass the test, 
accept the batch; if one or more fails, reject the batch and stop production until the fault is rectified 
and the test is successfully completed. 
 
21.4.2 Reinforced pipes 
 
Each time a pipe in the size range up to and including DN 300 with effective length greater than 1.25 m is selected from a batch for the maximum load test in accordance with 21.2, select one pipe at 
random from the batch for the BMR test. If this fails  to comply, select three more, and if all pass the 
test, accept the batch; if one or more fails, reject  the batch and stop production until the fault is 
rectified and the test is successfully completed.  
22 Inspection procedures for bends and junctions 
 
22.1 General  
Unless otherwise specified in 22.2 to 22.3 inspection procedures for bends and junctions shall be the same as those for pipes in clause 21. 
 
NOTE For guidance, see Table 6. 
 PUBLIC REVIEW DRAFTEAS 426-5:2006  
20 © EAC 2006 — All rights reserved 22.2 Inspection procedure for cube crushing test 
 
When carrying out the cube crushing test specified in 19.1, the inspection procedure for each mix 
design shall be as follows. 
 a) Take samples of freshly made concrete at random intervals from not less than 2 % of the total 
number of batches of concrete. Sampling shall be at a rate of not less than one sample per 50 m3 of fresh concrete, and in any case not less than one per day. 
 
b) From each sample, make, cure and test a set of cubes as specified in 19.1. 
 c) If a series of cube tests show failure to meet the required characteristic strength, adjust the mix 
design. 
 22.3 Inspection procedure for water absorption test 
 
The inspection procedure shall be the same as that described in 21.3 except that, under 21.3 a), it is 
also permissible to make one test cube to represent 500 units or two test cubes per week, whichever is the greater, as described in Appendix D. 
 
23 Marking 
 
23.1 Units of nominal size greater than DN 600  
 
Each unit of nominal size greater than DN 600 shall be clearly marked with the following information: 
 
a) the number of this British Standard, i.e. BS 5911-110;  
b) the letter "R", if the unit is reinforced; 
 c) an indication of the crushing test load(s), which shall consist of the letter "H" in accordance with 
Table 7 or, where other crushing test loads have been specified, the specific works proof and maximum crushing loads in kilonewtons per metre of effective length (see 2.10); if no indication of strength class is given it shall be taken as class "S". 
 d) a blue coloured mark where the unit is sulfate-resisting to class 3, or a yellow coloured mark 
where the unit is sulfate-resisting to class 4; 
 e) the day, month and year of manufacture; 
 f) the manufacturer's mark and works identification mark; 
 
g) where tests as described in 19.3 and 19.4 have been successfully carried out on the unit:  
1) the words "Hyd" or "Proof', as appropriate;  
 
2) a reference symbol after the words in 1) to identify the results of the tests in the 
manufacturer's quality control records. 
 Bends shall additionally be marked externally with indelible stripes at least 25 mm wide and 225 mm long at each end of the two springing lines to denote the longest and shortest lengths along the 
outside of the unit. 
 
23.2 Units of nominal size DN 600 or less   
Each unit of nominal size DN 600 or less shall be clearly marked with the following information:  
a) a blue coloured mark where the unit is sulfate-resisting to class 3, or a yellow coloured mark 
where the unit is sulfate-resisting to class 4; 
 PUBLIC REVIEW DRAFTEAS 426-5:2006  
© EAC 2006 — All rights reserved  21 b) where higher crushing test loads than those given for class S in Table 7 for a given nominal size 
of pipe have been specified, either the higher class strengths shown in Table 7 or the works proof 
and maximum crushing test loads in kilonewtons per metre of effective length. 
 
NOTE Examples of marking. 
 1. BS 5911-110: with a blue mark  
 
1.12.92 "C" "X" 
 
The above marking on a concrete pipe would signify: "Claimed by manufacturer "C" to have been made at his works "X" 
and to comply with BS 5911-110; to be unreinforced, of class S and to be sulfate-resisting to class 3; and to have been made on 1 December 1992." 
 
2. BS 5911-110 "R" 72/90  
 
12.1.93 "D" "Y" "Proof'"T" 
 
The above markings on a concrete pipe would signify: "Claimed by manufacturer "D" to have been made at his works "X" and to comply with BS 5911-110; to be reinforced and made to resist works proof and maximum crushing test loads of 72 
kN and 90 kN per metre of effective length, respectively; to have been made on 12 January 1993 and to have been 
successfully subjected to the works proof load test, as specified in 19.3.2, with the results recorded in the manufacturer's quality control records "T"."
 
 
23.3 Method of marking 
 Units shall be marked with either: 
 a) indelible paint, applied by stencil brush or spray as soon as possible after removal from the 
mould; or 
 b) impressed characters approximately 2 mm deep. 
 
All marks shall be visible and legible. For units of nominal size DN 675 and above, marking shall be on the internal surface of the unit.  PUBLIC REVIEW DRAFTEAS 426-5:2006  
22 © EAC 2006 — All rights reserved  
Appendix A Information to be supplied in an enquiry and order 
 
 
The following particulars cover essential details required by the manufacturer so that an enquiry or order may be fully understood. 
 
a) Quantity and nominal size of units. (See 8.1.)   
b) If any restriction on effective length is to apply. (See 2.10.) 
 c) Crushing test loads of units, and whether units are required to be reinforced. (See 19.4.) If 
crushing test loads higher than those given in Table 7 are required, the maximum load and, for pipes up to DN 300, the BMR value. 
 
d) The classification of exposure conditions for sulfate attack, if higher than class 2 (see clause 3). 
 e) If samples of aggregates and/or evidence of satisfactory performance of concrete made with such 
aggregates are required. (See Appendix J.)  
 f) If any restriction on admixtures is required. (See 5.2.) 
 
g) If main reinforcement in a non-circular arrangement is acceptable. (See 7.1.) 
 h) If additional concrete cover is required. (See foreword.) 
 
i) If details of internal and external diameter are required. (See clause 9.)  
j) Type of bend required. (See clause 16.) 
 k) Dimensions and materials of branch pipes for junctions. (See clause 17.) 
 
l) The number and type of tests to be witnessed and if any additional tests are required. (See 
Appendix J.) 
 m) If the products are to be covered by a third party certification scheme. (See Appendix J.) n) If units 
subject to the hydrostatic or works proof load crushing tests are not to be produced as part of a 
continuing series of batches, the specified inspection procedures (see 21.1).  
 PUBLIC REVIEW DRAFTEAS 426-5:2006  
© EAC 2006 — All rights reserved  23  
Appendix B Method of assessing surface finish 
 
B.1 Surface evenness  
Place the gauge (see Figure 5) in the pipe so that its ax is is parallel with the longitudinal axis of the 
pipe. Roll the gauge around the inside of the pipe, taking care to ensure that its axis remains parallel 
to the pipe axis at all times.  
Ascertain that the gauge rolls over any part of the internal surface without the central portion of the 
gauge contacting the pipe.  B.2 Surface voids 
 
Apply the ball of the gauge (see Figure 6) to the void and observe whether or not diametrically 
opposite points in the rim touch the surface of the unit simultaneously. 
 
 
 
 
Figure 5 — Gauge for assessing surface evenness 
 
 
 
Figure 6 — Gauge for assessing surface voids 
 PUBLIC REVIEW DRAFTEAS 426-5:2006  
24 © EAC 2006 — All rights reserved  
Appendix C Method of assessing the deviation from straightness 
 
 
 The deviation from straightness of pipes shall be assessed in the following manner. 
 
a) Place a rigid straightedge, made into a gauge of the form and dimensions shown in Figure 7, in 
the bore of the pipe with edge X in contact with the pipe and on a line parallel to the pipe axis. 
Hold the plane of the gauge in a radial plane. 
 
If both ends of the gauge, when so placed, are in contact with the internal surface of the pipe, the deviation from straightness is excessive. 
 If this condition occurs at any one of four or more different positions of the gauge, the pipe does 
not comply with this particular requirement. 
 
b) If both ends of the gauge, when used as described in a), are not in contact with the internal 
surface of the pipe, reverse the gauge so that edge Y, placed as in a), is adjacent to the internal surface of the pipe. 
 
If the two studs in edge Y cannot be made to touch the surface of the pipe simultaneously, the 
deviation from straightness is excessive. 
 If this condition occurs at any one of four or more positions of the gauge approximately equally 
spaced around the pipe circumference, the pipe does not comply with this particular requirement. 
 
 
A = (3.5 x effective length of the pipe in m) mm ± 5 %. 
L = (effective length of the pipe - 10) mm (to the nearest mm). 
 
NOTE The studs should be detachable from the basic straightedge to facilitate checking and replacement.  
 
Figure 7 — Gauge for assessing deviation from straightness 
 PUBLIC REVIEW DRAFTEAS 426-5:2006  
© EAC 2006 — All rights reserved  25 Appendix D Method of test for water absorption 
 
From each unit selected for test, take a specimen that is either approximately 100 mm square or a 
core approximately 75 mm in diameter an d of the full thickness of the unit. 
 
Alternatively, for monolithic bends and junctions cast as one piece, it is permissible to use as a 
specimen a concrete test cube compacted, cured and stored in the same way as the concrete in the 
unit. Dry the specimen at a temperature of 100 ± 5 °C for not less than 72 h in a ventilated drying 
oven that complies with BS 2648. On removal from the oven, allow to cool to room temperature, weigh (Ml) and immediately submerge in potable water at a temperature of 20 ± 2 °C. 
 
After 30 min, remove the specimen and immediately wipe with a dry towel for a total period of 30 s to remove surface water and reweigh ( M
2). 
 After weighing, re-immerse the specimen in water for 23.5 h. Then remove, dry with a towel and weigh as before ( M
3). 
 
Calculate the 30 min and 24 h percentage absorptions of dry mass from the formula: 
 
% 100) 1 () 1 ( ) (3 2×−
M drymassM drymass orM M wetmass 
 
 
 
 PUBLIC REVIEW DRAFTEAS 426-5:2006  
26 © EAC 2006 — All rights reserved Appendix E Hydrostatic test method 
 
 
E.1 Pipes 
 
Apply the hydrostatic pressure to the whole pipe, including the portion of the socket or rebated joint 
that is subjected to pressure in the "as laid" condition. 
 Take care to remove all air from the pipe before the pressure is applied. 
 Apply internal hydrostatic pressure to the pipe at a rate not exceeding 0.07 N/mm
2 in 5 s. 
 
After 1 min, reduce the pressure to just above atmospheric pressure and inspect the pipe for signs of 
leakage.  
E.2 Bends and junctions 
 Carry out the test using expanding end stoppers or other suitable equipment. 
 
Take care to remove all air from the unit before the pressure is applied. 
 
Apply internal hydrostatic pressure at a rate not exceeding 0.035 N/mm9 in 5 s. 
 
After 1 min, reduce the pressure to just above atmospheric pressure and inspect the unit for signs of leakage. 
 
  PUBLIC REVIEW DRAFTEAS 426-5:2006  
© EAC 2006 — All rights reserved  27  
Appendix F Crushing strength tests for pipes 
 
F.1 Testing machine 
 
F.1.1 A testing machine having a device that will apply the load at a uniform rate of about 30 kN/m 
per minute, or in increments of not more than 1.5 kN/m at the same rate, shall be used for making the 
test.  
F.1.2 Ensure that the testing machine is substantial and rigid throughout so that the distribution of 
the load will not be affected appreciably by the deformation or yielding of any part and that, under the maximum load, the deflection of the unit is uniform throughout its length. 
 
The bearings shall be as specified in F.1.3 and shall be attached to the machine so as to receive and transmit uniformly the maximum loads required in the tests without lost motion, vibrations or sudden 
shock. The machine and bearings shall be designed to transmit the load in a vertical plane through 
the longitudinal centre lines of the bearings and unit. Where the testing machine is so constructed that instead of a single load a number of equal individual loads, equally spaced, are applied along the 
bearer, ensure that the resultant of all such individual  loads acts at the centre of the overall length of 
the unit. The loaded length of the unit used in this test may extend over the joint, at the discretion of 
the manufacturer. 
 
F.1.3  The bearings shall consist of a lower member, being a rigid beam, on which two bearing strips 
are symmetrically disposed parallel to a vertical  plane passing through the longitudinal axis of the 
pipe, and an upper member, also being a rigid beam, on which one bearing strip is centred and 
disposed so that it lies in the vertical plane passing through the longitudinal axis of the pipe. 
 It is permissible to interpose a timber packing strip between the beam and the rubber bearing strip as 
shown in Figure 8. 
 
NOTE The machine may apply the test load either upwards or downwards on the unit under test. For convenience, the 
description given here is for top loading. 
 
F.2 Procedure 
 
F.2.1  The unit to be tested shall be supported in a horizontal position on two bearings parallel to its 
longitudinal axis. Apply the load to it along the length of the unit through a third bearing on top of the 
unit. 
 
In the case of perforated pipes, the centre line of the perforations shall be uppermost.  
F.2.2  Use a low carbon steel plate to face the upper flange of the bottom beam. Ensure that the 
facing is straight and free from warping or twisting and is centrally and permanently located on the 
flange of the beam. The cross section of the facing shall be rectangular, 330 mm X 25 mm minimum, without a joint and with the addition of steel wedge strips attached to it as shown in Figure 8. 
 
F.2.3  The bearing strips shall consist of rubber cut or formed from material having a hardness 
between 50 IRHD and 60 IRHD measured in accordance with BS 903-A26. The top bearing strip shall be of rectangular cross section having a width of 150 mm and a thickness of not less than 25 mm and 
not more than 40 mm. The two bottom bearing strips shall be of equal thickness: 150 mm wide and 25 mm thick. 
 
Use the single top bearing strip with the 150 mm face in contact with the unit. It may be positioned on the bearing by the use of wood or metal strips along its outside edges provided the thickness of each 
positioning strip does not exceed one-half the thickness of the rubber bearing strip. 
 Lay the lower bearing strips on the 150 mm face. They may be positioned on the bearing with wood or 
metal strips between them and adjacent to their outside edges, provided the thickness of each 
positioning strip does not exceed one-half the thi ckness of the rubber bearing strips. Ensure that the 
two strips are parallel and 25 mm apart for all nominal sizes of unit. PUBLIC REVIEW DRAFTEAS 426-5:2006  
28 © EAC 2006 — All rights reserved  
The rubber bearing strips may be attached to the facings or, in the case of the single upper strip, 
directly to the upper beam, by adhesive if desired, provided such method of attachment results in the 
strip remaining firmly in position when carrying the maximum load. 
 
F.3 Loading 
 
F.3.1 Apply the load to the top bearing at a point distant from the male end of the unit equal to one-
half of the overall length of the un it. Apply the test load to the top bearing in such a way that the 
bearing is free to rotate in a vertical plane through the longitudinal centre lines of the top and bottom bearings.  
F.3.2 Ensure that the loading of the unit is a continuou s operation and that the unit is not under load 
longer than is required to apply the load. F.3.3 Inspect the unit and measure any cracks as described 
in F.4.  
F.4 Inspection of cracks (reinforced units)  
 Inspect any crack by means of a feeler gauge complying with BS 957-2, with the dimensions as 
detailed in Figure 9. 
 
All dimensions are in millimetres. 
 
 
 
Figure 8 — Testing arrangement for the crushing test 
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© EAC 2006 — All rights reserved  29 
 
 
Figure 9 — Dimensions of feeler gauge for measuring crack widths 
 
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30 © EAC 2006 — All rights reserved  
Appendix G Bending moment resistance (BMR) test methods 
 
NOTE The method described in G.3 is suitable only when the mode of fracture is clearly "beam" failure. If there is doubt 
(e.g. if end crush occurs prior to the test load being achieved), the method described in G.2 should be used. 
 
G.1 General 
 G.1.1 Testing machine 
 
The testing machine shall be substantial and rigid throughout, so that the distribution of the load will 
not be affected appreciably by the deformation or yielding of any part. The method of support and loading for the pipe shall be as specified in either  G.2 or G.3 and the load shall be applied to the pipe 
without vibration or sudden shock. The testing machine load shall be verified by the means detailed in BS 1610.  
G.1.2 Loading 
 Apply the load at a uniform rate of between 6 kN/min and 9 kN/min or in increments of not more than 
0.125 kN at the same rate. 
 
G.2 Four point loading test 
 A whole pipe, or a part of a pipe, with an effective length greater than 1.25 m shall be used in the test. Support the pipe in a horizontal position on two slings. Each sling shall be perpendicular to the axis of 
the pipe and symmetrical about the centre of its length. The two supporting slings shall be separated 
by a minimum support span of 0.9 m (see Figure 10). Apply the load to the pipe through two further slings, also perpendicular to the axis of the pipe. These loading slings shall be placed on top of the 
barrel, symmetrical about the centre of the gap between the support slings with a distance between 
centres fixed at 0.3 m.  
Each sling shall be 0.15 m wide and shall be so designed that there is a contact angle of at least 120° 
around the pipe circumference. At no time during the test shall the pipe make contact with anything other than the four slings.  
Calculate the BMR value as:  
2.aP Mb=  
 
where   
M  is the BMR (in kN.m); 
 
P
b  is the total applied load (in kN); 
 
a  is the lever arm length ='/2 (S - 0.3) (in m);  
 
S  is the support span (in m). 
 
G.3 Three point loading test 
 
A whole pipe, or a part of a pipe, and with effective length greater than a nominal length 1.25 m shall 
be used in the test.  
Support the pipe to be tested on two wooden bearing blocks (as shown in Figure 11) placed in a 
horizontal position in the testing machine. The distance d between the centres of the bottom bearing 
blocks shall be 0.15 m less than the external length of the pipe barrel and they shall be placed symmetrically about the centre of its length (see Figure 12). Apply the load vertically to the top centre 
of the pipe barrel through a similar bearing block. PUBLIC REVIEW DRAFTEAS 426-5:2006  
© EAC 2006 — All rights reserved  31  
 
 
 
 
Figure 10 — Testing arrangement for BMR test (four point loading) 
 
 
Bearing blocks shall each be approximately 1.5 X ( DN) long, the pipe lying at a right angles to the 
length and shall be lined with elastomeric materi al having hardness of 55  IRHD to 65 IRHD, of 
thickness 15 mm and width of 75 ± 5 mm. The two lower bearing blocks shall be of equal thickness. 
 Place the lower bearing blocks on a firm unyieldi ng W horizontal support and apply the load to the 
upper O bearing block. (See Figure 12.) 
 
Calculate the BMR as follows:  
4.dP Mb=  
 
where 
M is the BMR (in k·Nm); 
 
Pb is the total applied load (in kN); 
 D is the distance between the centres of the bottom bearing strips (in m). 
 
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32 © EAC 2006 — All rights reserved 
 
 
Figure 11 — Wooden bearing block for the three point loading test method 
 
 
 
Figure 12 — Testing arrangement for BMR test (three point loading) 
 
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© EAC 2006 — All rights reserved  33  
Appendix H Methods of measuring depth of cover to reinforcement 
 
Either make a channel at least 300 mm long and 25 mm wide to expose the reinforcement on all 
surfaces of the unit and measure the depth of cover or determine the depth of cover by taking cores or cut sections. 
 
NOTE For checking units not forming part of the sample it is permissible to use an electronic cover-measuring device in 
accordance with BS 1881-204 and suitably calibrated for size of reinforcement and curved surfaces where appropriate. 
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34 © EAC 2006 — All rights reserved  
Appendix J Facilities for purchasers 
 
The purchaser or his representative, by arrangement with the manufacturer, should at all reasonable 
times have free access to the place where the units are manufactured and/or tested, for the purpose of examining quality control procedures and record s and of witnessing the testing and marking of 
units.  Representative samples of the aggregates should be supplied to the purchaser on request. 
 
When required by the purchaser, evidence of satisfactory performance of the concrete manufactured with such aggregates should be made available at the time of placing the order. 
 
Where the manufacturer is not covered by a scheme of third party certification, the purchaser should be permitted to select samples for test using the appropr iate inspection criteria specified in this Part of 
BS 5911.  
NOTE The allocation of the cost of carrying out any additional tests over and above the tests specified in this Part of BS 
5911 is generally agreed between the manufacturer and the purchaser prior to testing. 
 
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© EAC 2006 — All rights reserved  35  
Publication(s) referred to 
 
BS 12, Specification for Portland cement. 
 
BS 65, Specification for vitrified clay pipes, fittings and ducts, also flexible mechanical joints for use 
solely Q with surface water pipes and fittings. 
 
BS 146, Specification for Portland-blastfurnace cement.  
 
BS 812, Testing aggregates.  
BS 812-105, Methods for determination of particle shape.   
BS 812-105.1, Flakiness index. 
 
BS 812-111, Methods for determination of ten per cent fines value (TFV).  
 
BS 812-112, Method for determination of aggregate impact value (AIV).  
 
BS 882, Specification for aggregates from natural sources for concrete.  
 BS 903, Physical testing of rubber. 
 BS 903-A26, Determination of hardness.  
 
BS 957, Specification for feeler gauges.  
 
BS 957-2, Metric units. 
 BS 970, Specification for wrought steels for mechanical and allied engineering purposes.
 
 
BS 970-1, General inspection and testing procedures and specific requirements for carbon, carbon  
manganese, alloy and stainless steels. 
 
BS 1610, Materials testing machines and force verification equipment.  
 
BS 1881, Testing concrete. 
 
BS 1881-108, Method for making test cubes from fresh concrete.  
 
BS 1881-111, Method of normal curing of test specimens (20 °C method). 
 BS 1881-116, Method for determination of compressive strength of concrete cubes. 
 
BS 1881-120, Method for determinatiora of the compressive strength of concrete cores. 
  BS 1881-204, Recommendations on the use of electromagnetic covermetres. 
 BS 2648, Performance requirements for electrically-heated laboratory drying ovens. 
 BS 3148, Methods of test for water for making concrete (including notes on the suitability of the 
water).  
 
BS 3892, Pulverized-fuel ash. 
 
BS 3892-1, Specification for pulverized-fuel ash for use as a cementitious component in structural 
concrete.   
BS 4027, Specification for sulfate-resisting Portland cement. PUBLIC REVIEW DRAFTEAS 426-5:2006  
36 © EAC 2006 — All rights reserved  
BS 4449, Specification for carbon steel bars for the reinforcement of concrete. 
 BS 4482, Specification for cold reduced steel wire for the reinforcement of concrete. L 
 
BS 4483, Specification for steel fabric for the reinforcement of concrete.  
 
BS 5075, Concrete admixtures. 
 
BS 5328, Concrete. 
 
BS 5750, Quality systems3~. 
 
BS 591 l, Precast concrete pipes, fittin gs and ancillary products3~. 
 
BS 5911-100, Specification for unreinforced and reinforced pipes and fittings with flexible joints.   
 BS 6000, Guide to the use of BS 6001, sampling procedures and tables for inspection by attributes.  
 
BS 6001, Sampling procedures for inspection by attributes. 
 
BS 6001-1, Specification for sampling plans indexed by acceptable quality level (AQL) for lot-by-lot 
inspection. 
 
BS 6588, Specification for Portland pulverized-fuel ash cements. 
 BS 6699, Specification for ground granulated blastfurnace slag for use with Portland cement.
 
 
BS 8110, Structural use of concrete. 
 BS 8110-1, Code of practice for design and construction. BS 8110-2, Code of practice for special 
circumstances.  
A guide to design loadings for buried rigid pipes: HMSO:1983. U 
 
Simplified tables of external loads ora buried pipelines: HMS0:1986. 
 Effective use of epoxy and polyester resins in civil engineering structures - CIRIA Report 69: Construction Industry Research and Information Association: 1978.  The repair of concrete structures: Cement and Concrete Association. 
   
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© EAC 2006 — All rights reserved