PUBLIC REVIEW DRAFT DRAFT UGANDA STANDARD  
  DUS EAS 489 
First  Edition  
2016-mm-dd 
 
 Reference number  
DUS EAS 489: 2008 
© UNBS 201 6 
  
Concrete poles for telephone, power and lighting purposes — 
Specification 
 PUBLIC REVIEW DRAFTDUS EAS 4 89:2008 
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 4 89:2008 
© 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 4 89: 2008, Concrete poles for telephone, power and lighting purposes 
— Specification,  is identical with  and has been reproduced from an East African Standard, EAS 4 89: 2008, 
Concrete poles for telephone, power and lighting purposes — Specification,  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 489:2008 
ICS 91.100.30 
HS 6810.91.00  
© EAC 2006 First Edition 2006 
 
 
 
 
 
 
  
 
EAST AFRICAN STANDARD 
 
Concrete poles for telephone, powe r and lighting purposes — 
Specification 
 
 
 
 
  
   
 
 
 
  
 
 
 
 
 
 
 
 
 
 
EAST AFRICAN COMMUNITY  
 PUBLIC REVIEW DRAFTEAS 489:2008  
ii © EAC 2006 — All rights reserved  
 
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 2008 — 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 
                                                 
* © 2008 EAC — All rights of exploitation in any form and by any means reserved worldwide for EAC Partner States’ NSBs.  
 PUBLIC REVIEW DRAFTEAS 489:2008  
© EAC 2002 — All rights reserved iii  
CONTENTS 
 
1 Scope ........................................................................................................................ ..................1 
2 Normative references......................................................................................................... ..........1 
3 Terms and definitions........................................................................................................ ...........1 
4 Requirements ................................................................................................................. .............3 
5 Marking...................................................................................................................... ..................6 
6 Sampling, inspection and methods of test....................................................................................6  
Annex A  (normative)   Materials for use in the manufacture of concrete poles ..................................12 
Annex B  (normative)   Notes to purchasers..................................................................................... ..14 
Annex C  (normative)   Notes on the design, earthing, transportation and storage of concrete poles.15 
Annex D  (normative)   Quality verification of  concrete poles..............................................................18 
Annex E  (informative)   Tip crushing test..................................................................................... ......19 
 
 PUBLIC REVIEW DRAFTPUBLIC REVIEW DRAFTEAS 489:2008  
© EAC 2006 — All rights reserved  1  
Concrete poles for telephone, powe r and lighting purposes — 
Specification 
 
 
1 Scope 
 
This East African Standard specifies the characteristics of pre-cast reinforced, partially prestressed and prestressed concrete poles. Possible uses for the poles include electrical reticulation and distribution, railway traction, telephone line support, street lighting standards and high mast lighting 
structures. 
 
NOTE When concrete poles are used as traction poles, load/deflection characteristics, cross-section at ground level and 
resistance to impact may have to be considered. 
 
2 Normative references 
 
The following normative documents contain provisions that, through reference in this text, constitute 
provisions of this EAS 489. For dated references, subsequent amendments to, or revisions of, any of these publications do not apply. However, parties to agreements based on this EAS 489 are 
encouraged to investigate the possibility of applying the most recent editions of the normative 
documents indicated below. For undated references, the latest edition of the normative document referred to applies: 
 
EAS 131, Concrete — Specification 
 
ISO 1920,  Testing of concrete  
 
EAS 18-1, Cement — Part 1: Composition, specificatio n and conformity criteria for common cement 
 
BS EN 12620,  Aggregates for concrete 
 
IEC 62305,  Protection against lightning 
 EAS 30, Steel bars for reinforcement of concrete — Specification  
 
EAS 411-1,  Steel for the prestressing of concrete — Part 1: General requirements 
 
EAS 411-2,  Steel for the prestressing of concrete — Part 2: Cold-drawn wire 
 EAS 411-3, Steel for the prestressing of concrete — Part 3: Quenched and tempered wire  
 
EAS 411-4, Steel for the prestressing of concrete — Part 4: Strand 
 
KS ISO 6934-5, Steel for the prestressing of concrete —  Part 5: Hot rolled steel bars with or without 
subsequent processing 
 
EN 934-2, Admixtures for concrete, mortar and grout — Part 2: Concrete admixtures — Definitions 
and requirements 
 
3 Terms and definitions 
 For the purposes of this East African Standard, the following definitions apply: 
 
3.1 
acceptable  
acceptable to the parties concluding the pu rchase contract, and subject to meeting all the 
requirements of this standard and to inspections carried out by the responsible competent authority EAST AFRICAN STANDARD PUBLIC REVIEW DRAFTEAS 489:2008  
2 © EAC 2006 — All rights reserved  
3.2  
defective  
a pole that fails in one or more respects to comply with the requirements of this standard 
 
3.3  
failure  the inability of a pole under test to support further load 
  3.4  load factor 
the ratio of the ultimate load to the working load 
 3.5  partially prestressed poles 
poles whose resistance to bending is assisted by partial (not excluding tension in concrete) 
prestressing of reinforcement, and that, when tested under the proof load, show no cracks of width 
exceeding 0.1 mm 
 
3.6  
permanent set 
the deflection of the pole tip from the initial position, after removal of a specific test load. The apparent 
deflection due to movement of the pole butt in the test rig is not included in this measurement 
 
3.7  
pole  
a pole or mast-like structure made from pre-cast reinforced, partially prestressed or prestressed 
concrete and intended to resist mainly transverse loads 
 
3.8  pole strength 
the required ultimate load capacity of the pole  3.9  prestressed poles 
poles whose resistance to bending is assisted by prestressing of reinforcement, and that, when tested 
under the proof load, show no cracks 
 
3.10  
proof load 
a load that exceeds the working load of the pole by 10 % 
 3.11  reinforced poles 
poles that, when tested under the proof load, show no cracks of width exceeding 0.25 mm 
 
3.12  
ultimate load the test load that theoretically is numerically equal to the working load multiplied by a load factor. (In 
this standard, the ultimate load is stipulated in Table 2.)  3.13  working load 
The load that will give rise to bending moments at least equal to the maximum moment likely to occur under service conditions.  (The working load shall be as required {see Annex B}.) PUBLIC REVIEW DRAFTEAS 489:2008  
© EAC 2006 — All rights reserved  3  
4 Requirements 
 
4.1 Types 
 
In terms of manufacturing methods, a pole shall be of one of the following types, as required (see 
Annex B):  
 a) Reinforced concrete pole [RC]; 
 
b) Partially prestressed concrete pole [PPC]; or   
c) Prestressed concrete pole [PC]. 
 
4.2 
Dimensions  
 
4.2.1 Length 
 
The overall length of a pole shall be as required (see Annex B). The preferred lengths shall be as 
shown in Table 2.  
When determined in accordance with 6.4.1, the actual length L of a pole (see Figure 1) shall not differ 
from the required length by more than 50 mm. 
 
4.2.2 Tip dimensions 
 
When determined in accordance with 6.4.2, the tip dimensions of a pole shall be as stated by the manufacturer {(see 5.1 c)}, subject to a tolerance of ± 3 mm.  
4.2.3 Straightness 
 
When determined in accordance with 6.5, any deviati on of a pole from straightness shall not exceed 
0.5 % of the total length of the pole. 
 
4.2.4 Cover to reinforcement  
 4.2.4.1 Reinforced concrete poles 
 
When determined in accordance with 6.7, the minimum thickness of the cover over all reinforcement 
in the case of centrifugally spun poles shall be at least 15 mm over the entire length of the pole. In the case of poles made by any other process, the cover shall be at least 20 mm. In all cases, the cover to 
reinforcement shall be at least equal to the maximum diameter of the reinforcement bar. When no 
concrete cover for reinforcement is provided at the tip of the pole, a cover shall be provided by resin or other suitable sealants, as required (see Annex B). 
 
4.2.4.2 Prestressed concrete poles 
 
In pre-tensioned work, the cover of concrete meas ured from the outside of the prestressing tendon 
shall be at least 30 mm or the size of the cable or bar, whichever is bigger. 
 
4.3 
Finish 
 
A pole shall have a smooth external surface that is free from honeycombing.  All arrises shall be clean 
and true, and shall have a neat appearance. 
 
4.4 Holes, recesses or fittings 
 
If so required (see Annex B), holes and recesses shall be formed in the poles during manufacture. 
These holes and recesses may be used for the attachment of cross-arms and other equipment. When subjected to load tests, poles with holes or recesses (or both) shall be tested in two perpendicular PUBLIC REVIEW DRAFTEAS 489:2008  
4 © EAC 2006 — All rights reserved directions except in cases where the plane of loading is defined, in which cases, the poles shall be 
tested in the plane of loading. When ferrous metal fittings are incorporated in the poles, such fittings 
shall have surface treatment as required (see Annex B). 
 
4.5 Length/strength combinations  
 
A pole shall be of one of six strength classes, as required (see Annex B). 
 The six strength classes are 25 SC, 50 SC, 75 SC, 100 SC, 125 SC and 150 SC. 
 
Of these strength classes, only four classes are pr eferred for each length of pole. Values of ultimate 
load for the preferred strength classes are shown in Table 2.  
The magnitude of the ultimate load F (see Figure 1), when the strength class is known, is calculated 
as follows: 
 
F = a × L 
 
where 
 
F   is the ultimate load, in kilonewtons; 
 
a   is a coefficient corresponding to the strength class as shown in Table 1; and 
 
L   is the pole length, in metres. 
 
Table 1 — Class strengths and coefficients 
 
1 2 
Strength class  Coefficient 
a 
25 SC  0.25 
50 SC  0.50 
75 SC  0.75 
100 SC 1.00 
125 SC 1.25 
150 SC  1.50 
 
NOTE Poles may be manufactured by jointing together single pole segments with suitable connecting pieces in such a 
manner that the jointed pole acts as one unit. 
 
Dimensions in metres 
 
Figure 1 —  Loading scheme 
 
F is the ultimate load as specified in Table 2, in kilonewtons; 
 
PUBLIC REVIEW DRAFTEAS 489:2008  
© EAC 2006 — All rights reserved  5 L is the pole length, in metres; 
 
C is the clamping length, in metres; 
 
H is the height of the pole above clamping length, in metres. 
 
The clamping length C is given in Table 2 and is calculated as follows: 
 
C = 0.1 L + 0.6 
 
Table 2 — Ultimate loads 
 
1 2 3 4 5 6 7 8 
Ultimate load 
F 
kN 
Strength class1) Pole length  
L 
 
m Clamping length 
C 
 
m 
25 SC 50 SC 75 SC 100 SC 125 SC 150 SC 
3 0.9 0.8 1.5 2.3 3.0   
4 1.0 1.0 2.0 3.0 4.0   
5 1.1 1.3 2.5 3.8 5.0   
6 1.2 1.5 3.0 4.5 6.0   
7 1.3 1.8 3.5 5.3 7.0   
8 1.4 2.0 4.0 6.0 8.0   
9 1.5 2.3 4.5 6.8 9.0   
10 1.6 2.5 5.0 7.5 10.0   
11 1.7 2.8 5.5 8.3 11.0   
12 1.8 3.0 6.0 9.0 12.0   
13 1.9 3.3 6.5 9.8 13.0   
14 2.0 3.5 7.0 10.5 14.0   
15 2.1  7.5 11.3 15.0 18.8  
18 2.4  9.0 13.5 18.0 22.5  
21 2.7   15.8 21.0 26.3 31.5 
24 3.0   18.0 24.0 30.0 36.0 
1)To determine the strength class of a pole given the length in metres and the ultimate load in kilonewtons, divide the 
ultimate load the pole length and multiply the answer by 100.  
 
4.6 Resistance to proof load  
 
NOTE The proof load equals the ultimate load as shown in Table 2, divided by the required load factor (see Annex B) and 
multiplied by 1.1. 
 
When a pole is tested in accordance with 6.6.2.2 under the proof load appropriate to the pole length and the strength class, it shall comply with al l the relevant requirements given in Table 3. 
 
Table 3 — Resistance to proof load 
 
1 2 3 4 
Requirement 
Type of pole  
Parameters 
RC PPC PC 
Deflection of pole tip at proof load ≤ 7.5 % H1)  ≤ 5 % H1) 
Crack width at proof load ≤ 0.25 mm ≤ 0.1 mm Not visible 
Permanent set as percentage of 
deflection at proof load  
≤ 20 %  
≤ 15 %  
≤ 10 % 
Crack closure when load is released Complete Not applicable 
Failure load No failure 
1) For the meaning of H, refer to Figure 1. 
  PUBLIC REVIEW DRAFTEAS 489:2008  
6 © EAC 2006 — All rights reserved 4.7 Ultimate load  
 
When a pole is tested in accordance with 6.6, the ultimate load shall be as given in Table 2. 
 
4.8 Torsional capacity (if required)  
 
When a pole is tested in accordance with 6.8, it shall resist the required torsional load without failure (see Annex B).  
4.9 
Tip crushing test (if required)  
 
When required (see Annex B), a tip-crushing test shall be carried out in accordance with Annex E. 
 
5 Marking 
 
5.1 Details required  
 
The finished poles shall be clearly and indelibly marked with the following information: 
 a) the manufacturer's name, trade name or trade mark, year of manufacture, at a position 1.5 m 
above the designated ground level; 
 b) the overall length of the pole, in metres;  
c) the tip dimensions of the pole, in millimetres;   
 d) the strength class (see 4.5);  
 
e) the type of pole (see 4.1 );  
f) the date of manufacture; and 
 g) the weight of pole (mass). 
 
5.2 
Means and location  
 
The marking shall be legibly impressed either on the pole or on a corrosion-resistant tag that is so 
anchored to the pole that it does not protrude beyond the surface of the pole. The marking shall be in 
such a position that it can easily be read after installation of the pole.  
6 Sampling, inspection and methods of test 
 
6.1 Scale of sampling  
6.1.1 Lot  
In a consignment, 500 poles or a part thereof of the same overall length, same dimensions and 
belonging to the same batch of manufacturer shall be grouped together to constitute a lot. 
 
6.1.2 For ascertaining the conformity of the materials in the lot to the requirements of this 
specification, samples shall be tested from each lot separately. 
 
6.1.3 The number of poles to be selected from the lot shall depend on the size of the lot and shall 
be according to Table 4. 
 
6.2 Number of tests and criteria for conformity 
 
Inspect all poles in the sample for compliance with the requirements of the standard for which tests to assess compliance are given in 6.4 to 6.8 (inclusive). PUBLIC REVIEW DRAFTEAS 489:2008  
© EAC 2006 — All rights reserved  7  
6.2.1 All the poles selected according to 6.1.3 shall be tested for overall length, cross-section and 
straightness. A pole, which fails to satisfy one or more of these requirements, shall be considered as defective. All the poles in the lot shall be considered as complying with these requirements if the 
number of defective poles found in the sample is less than or equal to the corresponding acceptance number given in Table 4, Column 3.  
6.2.2 The lot, having been found satisfactory according to 6.2.1, shall be further tested for proof 
strength and ultimate load of the poles. For this purpose, the number of poles given in Table 4, Column 4 shall be tested, these poles may be selected from those already tested according to 6.2.1 
and found satisfactory. All these poles tested for proof strength and ultimate load shall satisfy the 
corresponding specification requirements. If one or more poles fail, twice the number of poles 
required for proof strength and ultimate load tests shall be selected from the lot again and subjected 
to this test. If there is no failure among these poles, the lot shall be considered to have satisfied the 
requirements of this test. 
 
6.3 
Sequence of tests  
 
Subject all poles in the sample to the tests given in 6.4 to 6.7 (inclusive). Carry out the tests in the 
order given. When so required, carry out the test given in 6.8. 
 
Table 4 — Scale of sampling 
 
 
No. of poles 
in the lot  
Sample 
size  
Dimensional requirements 
acceptance number 
  
Proof strength 
test  
Ultimate load 
test 
(1) (2) (3) (4) (5) 
 
Up to 100  
10  
1  
2  
1 
 
101 to 200  
15  
1  
3  
1 
 
201 to 300  
20  
2  
4  
1 
 
301 to 500  
30  
3  
5  
2 
 
6.4 Dimensions 
 
6.4.1  Length 
 
Measure, to the nearest 2 mm, the length of the pole and check for compliance with 4.2.1.  
 
6.4.2 Tip dimensions  
Measure, to the nearest 1 mm, the tip dimensions of the pole and check for compliance with 4.2.2.   
6.5  
Straightness test 
 
For measuring straightness or upright ness of a pole, it shall be placed  lengthwise on a rigid straight 
surface, as shown in Figure 2.  Then using a measuring steel scale, graduated in mm, measure the 
distance (deviation) of pole surface from the rigi d surface at several locations along the length of the 
pole.  Turn the pole 90° along the longer edge and repeat the procedure.  At least two measurements 
in each one-metre length of the pole should be taken.  The largest value of the measured distance 
(deviation) shall be taken for determining uprightness.  Express the deviation from straightness as a 
percentage of the total length of the pole and check for compliance with 4.2.3.  PUBLIC REVIEW DRAFTEAS 489:2008  
8 © EAC 2006 — All rights reserved 
 
 
Figure 2 — Measurement of straightness of pole 
 
6.6 Load tests  
 
6.6.1  Apparatus 
 
NOTE The layout of the testing equipment is given in Figure 3 
 6.6.1.1  Clamping device, that holds the butt section of a pole. It incorporates steel or concrete cribs 
(or similar rigid devices) that prevent any longitud inal or rotational movement of the clamped portion 
of the pole. The cribs are of dimensions and construction such that the butt section is not damaged during the test.   
6.6.1.2 Support trolleys, used to support the pole so that vert ical movement of the tip of the pole 
and stresses due to the self-weight of the pole are minimized. The trolleys provide a frictional 
resistance that is as low as practically possible. 
 
6.6.1.3 Loading equipment , consisting of a pulling device that is secured round the pole at a 
position 300 mm from the tip and that applies the load to the pole. The pulling device is attached to a 
cable pulled by a winch. The winch (or the pulley around which the cable passes) is set far enough 
away from the pole to ensure that the angle between the initial and final positions of the cable is 
minimal. The winch applies the loads slowly and at right angles to the longitudinal axis of the pole. 
 
6.6.1.4  Load measuring device (a load cell or other acceptable measuring device) , so supported 
that the force needed to pull it does not significantly add to the measured load and that, if the pole breaks, it is not damaged. 
 6.6.1.5 Crack measuring gauges , of thickness 0.25 mm and 0.1 mm, as shown in Figure 4. 
 
6.6.1.6  Laser , attached to the centre of the clamped portion of the pole and aimed at the centre of 
the tip of the pole. The use of a laser ensures that any movement of the butt end of the pole within the clamping device does not cause incorrect readings of deflection and permanent set. Alternative apparatus may be used. 
 
6.6.2  Procedure  
6.6.2.1  Apply the test loads so as to cause the pole to bend about its weakest axis or, when the plane 
of loading is defined, the axis normal to the plane of loading. Apply the loads for at least 2 min and 
record the value of the test loads to an accuracy of ±0.05 kN. Measure deflection and permanent set to the nearest 5 mm. PUBLIC REVIEW DRAFTEAS 489:2008  
© EAC 2006 — All rights reserved  9  
6.6.2.2  For a proof load test, apply the loads in increments of 10 % of the designed proof load of the 
pole (see 3.10) up to the proof load (i.e. 110 % of the working load (see Annex B)).  Record the deflection of the tip of the pole at each of the load increments. Use the appropriate crack-measuring 
gauge (see Figure 4) or any other appropriate measuring instrument to measure visible cracks.  A crack shall be deemed to be of width 0.25 mm (or 0. 1 mm) if the 0.25 (or 0.1 mm) gauge enters it to a 
depth of 2 mm at closely spaced intervals over a continuous length of about one-quarter of the pole circumference at this point.  Remove the load, and measure and record the permanent set of the tip of the pole and check whether the cracks have closed.  Check for compliance with 4.6.  6.6.2.3  For an ultimate load test, apply the appropriate ultimate load (see Table 2) at 10 % 
increments until 90 % of the designed ultimate load is reached, or until failure.  Further (in the 
absence of failure) increase the load in steps of 5 % of the designed ultimate load, until this ultimate 
load is reached or until failure. Check for compliance with 4.7. 
 Alternatively, and should the testing equipment make this possible, the load may be applied at a 
continuous linear rate of increase, adjusted to reach the designed ultimate load within a time equal to 
the ultimate load factor (see Annex B) multiplied by a time of 30 min. The test shall continue until failure or until the designed ultimate load is  reached. Check for compliance with 4.7. 
 PUBLIC REVIEW DRAFTEAS 489:2008  
10 © EAC 2006 — All rights reserved 
 
 
Figure 3 —  Typical arrangement for testing concrete poles 
 
  PUBLIC REVIEW DRAFTEAS 489:2008  
© EAC 2006 — All rights reserved  11 
 
 
Figure 4 —  Crack measuring gauge 
 
 
6.7 Cover to reinforcement  
 
Using any acceptable method, measure, to the ne arest 2 mm, the thickness of the cover over the 
reinforcement.  Three sets of measurements shall be taken: one near the tip, one near the middle and one near the butt of the pole.  The cover shall be measured on opposite faces of the concrete. 
 
6.8 
Torsional capacity (if required)  
 
Clamp the butt end of the pole as described in 6.6.  Support the pole near its tip on a low-friction bearing and apply torque by any suitable means at a point 600 mm from the tip of the pole (or at a 
distance that coincides with the position where the maximum torsion will occur).  Measure and record 
the torque at failure of the pole to the nearest 10 Nm. PUBLIC REVIEW DRAFTEAS 489:2008  
12 © EAC 2006 — All rights reserved  
Annex A  
(normative)   
 
Materials for use in the manufacture of concrete poles 
 
A.1 General 
 
Materials for the concrete used in the manufacture of concrete poles shall be so selected as to 
produce a high-density, low-porosity concrete. The concrete shall meet the requirements of EAS 131. 
 
A.2 Cement  
 
The cement used in the manufacture of concrete poles shall comply with the requirements EAS 18-1.   
 
A.3 Aggregate  
 
The aggregate shall consist of natural sand, or crushed or uncrushed gravel, stone, or rock, or any 
combination of these and shall comply with the requirements of BS EN 12620. 
 
A.4  Water 
 
The water used in the manufacture of the concrete should preferably be potable water drawn from 
municipal water mains. 
 
A.5 Reinforcement  
 
Reinforcement shall comply with the requirements of EAS 30 or KS ISO 6934 Parts 1-5, or shall be any other high tensile steel wire whose properties regarding resistance to corrosion, fatigue and 
relaxation equal or exceed the requirements of the above-mentioned standards.  Reinforcing bars and 
wires shall be free from loose or heavy rust, scale, oil and grease, or any material that might interfere 
with the bond between the reinforcement and the concrete. Slight rust may, however, be permitted. 
 
A.6 
Admixtures 
 
Admixtures used shall not have any harmful effects on the properties of the concrete. Admixtures 
containing calcium chloride or rust-inhibiting admixtures shall not be used. 
 
A.7 Additives  
 
The use of additives to enhance the properties of the concrete will be allowed. These shall be in 
accordance to the requirements of EN 934-2.  
A.8 
Pigments 
 
The concrete may be dyed by the addition of mineral pigments provided they have no deleterious 
effects.   
A.9 
Concrete  
 
The cementitious content of the concrete shall be at least 350 kg/m3. 
 
The mix design, mixing and compaction of the concrete shall be such as to obtain the necessary 
strength in the pole and shall comply with the following:  
a) the cement shall be measured by mass to an accuracy of 5 %; 
 b) mechanical mixing shall be carried out until a homogeneous mixture is obtained; PUBLIC REVIEW DRAFTEAS 489:2008  
© EAC 2006 — All rights reserved  13  
c) to ensure that proper compaction can be achieved, the concrete shall be transported under 
conditions which minimize segregation of the mix or the commencement of the initial set of the concrete (or both); 
 
d) compaction shall be carried out by vibration, centrifugation or other efficient means; 
 
e) after compaction in the mould, the concrete shall be protected and cured in accordance with EAS 
30; 
 f) where accelerated hardening is used, this shall not adversely affect the required properties of the 
finished products; and 
 
g) the concrete shall have a temperature between 5 °C and 32 °C when it is placed in the mould 
and shall remain at a temperature above 5 °C until the concrete has reached the strength 
specified by the design. Whichever means are used (heating the aggregates, the water or the 
moulds) it is important to prevent any harm from being caused by ice or excessive heat. 
 
The 28 day compressive strength of concrete, when tested in accordance with ISO 1920, shall be at 
least 40 N/mm
2. The 150 mm (preferred size) moulds shall be used. PUBLIC REVIEW DRAFTEAS 489:2008  
14 © EAC 2006 — All rights reserved  
Annex B  
(normative)   
 
Notes to purchasers  
 
The following requirements shall be specified in tender invitations and in each order or contract:  
a) the working load (see 3.13) and the required load factor to select the ultimate load from Table 2 
(see 3.12); 
 
b) the type of pole (RC, PPC or PC) (see 4.1);   
 
c) the length of the poles (see 4.2.1);  
d) tip dimensions of the poles (see 4.2.2);  
 
e) when relevant, the method of providing cover for reinforcement at the tips of the poles (see 
4.2.4); 
 f) provisions for attachments (if required) (see 4.4); 
 
g) surface treatment of ferrous metal fittings incorporated in the poles (see 4.4);  
h) the strength class (see 4.5);  
 
i) the torsional capacity (if required) (see 4.8); and  
 j) whether a tip crushing test (see 4.9) is required.  PUBLIC REVIEW DRAFTEAS 489:2008  
© EAC 2006 — All rights reserved  15  
Annex C  
(normative)   
 
Notes on the design, earthing, transportation and storage of concrete poles 
 
 
C.1 Design 
 
For concrete poles to comply with the requirements of this standard and for them to have a long service life, it is essential that the concrete used in the manufacture of the poles be of good quality 
and sufficient strength as set out in Annex A. If cement meeting the requirements of EAS 18-1 is 
used, the compressive strength of the concrete at 28 d should be at least 40 N/mm
2. If rapid 
hardening Portland cement is used, the required strength should be attained at 7 d. 
 
The reinforcement should be in the form of a cage having continuous longitudinal bars extending the full length of the pole.  
Provision for attachments to the poles may be made, and may be in the form of suitably spaced 
transverse holes and recesses or of anchoring fittings embedded in the concrete.  
C.2 
Earthing  
 
The earthing of the poles may be performed in accordance with IEC 62305. 
 
C.3 Transportation and storage  
 
The transportation and storage of the poles should be done in accordance with the provisions of ISO 19338
1).  Additional recommendations are indicated below. 
 
C.3.1 Handling and transportation  
 
C.3.1.1 Precast units shall be designed to resist, without permanent damage, all stresses induced by 
handling, storage and transport. The minimum age for handling and transporting shall be specified by the engineer or designer, and is related to the concrete strength, the type of unit and other factors. 
 
C.3.1.2 The position of lifting and supporting points, the method of lifting, and the type of equipment 
and transport to be used shall be as specified by the engineer or as agreed by him, and shall be 
practical and safe to use, and such that no damage  is likely to result from the lifting equipment. 
 C.3.1.3 Units shall be marked with indelible identity, location and orientation marks as and where 
necessary. 
 
C.3.1.4 The engineer shall, in all cases, specify the points of support during storage, and shall ensure 
that these are so chosen as to prevent unaccept able permanent distortion of the units; resilient 
supporting arrangements that permit small settle ments without inducing stresses in the units are 
preferred. The engineer shall also ensure that, when a stack is several units high, the units are 
vertically above one another to prevent bending stresses in any unit. Where disfigurement would be detrimental, packing pieces shall not discolour or otherwise permanently damage the units.  C.3.1.5 Trapped water and dirt shall not be allowed to accumulate in the units.  
 
NOTE The  freezing of trapped water can cause severe damage. 
 
C.3.1.6 Where necessary, precautions shall be taken to prevent projecting reinforcement from 
causing rust stains, and to minimize efflorescence. 
 
                                                 
1) ISO 19338, Performance and assessment requirements for design standards on structural concrete PUBLIC REVIEW DRAFTEAS 489:2008  
16 © EAC 2006 — All rights reserved C.3.1.7 During transportation, the following additional factors shall be considered: 
 
a) overloading of the transporting vehicle;  
 
b) centrifugal force resulting from cornering;  
c) oscillation [a slim unit might flex (verticall y or horizontally) sufficiently to cause damage; and 
 
d) the possibility of damage due to chafing.  
 
C.3.2 
Transportation of poles  
 
Unless the transport vehicle is specially designed to carry poles (e.g. timber jinker), timber bearers of 
size at least 100 mm x 100 mm should be placed across the tray of the vehicle at the appropriate spacing, to maintain the overhang within the limits of 3 m to 5 m. 
 
Resilient intermediate supports, such as car tyres, should be added when poles that are longer than 15 m are being carried. To provide maximum support, a car tyre should be compressed to about 50 of 
its original width when fully loaded. The use of rigid intermediate supports is not recommended. 
 
The vehicle should be provided with bolster pins to the full height of the load carried. Each layer of 
poles should be chocked fore and aft, on both sides , using timber wedges (of size at least 100 mm x 
100 mm x 200 mm long) securely nailed or pinned to the timber bearers or to the crossmembers of the specialized pole carrier.  
To prevent relative movement between the poles in any one layer, the poles should be loaded with 
their butts in contact, without the use of packing material. Loosening of packing material during transportation can lead to movement of the load. It is better to group poles of the same size together 
so that they are in contact over their full length (either butt-to-butt formation or butt-to-tip formation). 
When poles are loaded in more than one layer, timber spacers/bearers of size at least 100 mm x 100 mm should be placed between each layer vertically above the bottom row of bearers. Poles in the 
second and subsequent layers should be chocked fore  and aft, as specified for those in the bottom 
layers. There should be at least two poles in the top layer. 
 
When there are two or more layers, the poles in the second and subsequent layers may alternate tip 
to butt with the preceding layer, to provide the best load sharing between axles. 
 The completed load should be encircled completely by two parallel fore and aft chains, each pair 
located at bearing points and provided with a suitable means of tightening, such as a turnbuckle and 
ratchet, a conventional turnbuckle or a lever type chain hitch. In addition, a central "belly" chain, with adjacent spacers between each layer of poles, should be placed round the load, as an extra safety 
measure. This chain should not be secured to the tray of the vehicle. 
 Poles of mixed sizes should be arranged to provide the best possible sharing of weight across the 
tray of the vehicle. When poles of different diameter are placed in one layer, a short support bearer in 
conjunction with car tyres should be used to assist in the support of an overlaying bearer.  Each car 
tyre should be nailed or otherwise secured to its support bearer.  To provide maximum support to the overlaying bearer, the car tyre should be compressed to about 50 % of its original width when fully 
loaded.  Whenever poles of different lengths are to be carried, the longer poles should be placed in 
the bottom layer.  Shorter poles should be supported on bearers spaced according to the pole length.  When such bearers are not vertically above a lower bearer, car tyre supports should be placed to 
provide a resilient support. 
 During unloading, it may be necessary to move a pole sideways to gain access to the fitting of a lifting 
chain or sling. Before a chock is removed prior to such movement of a pole, a secondary chock 
should be fitted outside the chock to be removed, so that the extent of movement of the pole is controlled.  Until lifting chains or slings are fitted to a pole and are secured, this pole and every other 
pole remaining on the truck should be chocked on both sides to prevent accidental sideways 
movement.  PUBLIC REVIEW DRAFTEAS 489:2008  
© EAC 2006 — All rights reserved  17 The vehicle should not be moved if any part of the load is not secure and, wherever possible, it should 
be so positioned that a cross fall will not cause the load to move.  If a cross fall cannot be avoided, the 
top side pole of each layer should be the first to be unloaded. In all cases, whether on level ground or 
on a cross fall, an outer pole should be unloaded never an inner pole. 
 When the vehicle is being moved between pole location pegs on site, fore and aft chains should be 
fitted in addition to the chocks if the vehicle speed is more than 10 km/h and the ground is not smooth 
and level.   
When poles are unloaded by crane on site, a single point lift may be used for all poles. The balance 
point is approximately 40 % of the pole length from its base. To guard against localized abrasion at the lifting point, a protective timber "corset" of le ngth approximately 0.75 m, or a wrapping of canvas 
or jute bagging may be lashed to the pole under the lifting chain or sling. Alternatively, a fabric sling 
may be used. 
  
At all stages of loading, transport or unloading, care should be taken to avoid impact and to guard 
against damage to the poles. 
 
C.3.3 
Storage of poles  
 
Poles should be stored in a prepared hard standing area with the poles supported on timber bearers 
spaced as described above for transportation of the poles. 
 Poles may be stacked several units high, with timber spacers between each layer and with either 
timber or steel chocks placed to prevent the poles from rolling. Supports for multiple layer stacking 
should be maintained vertically above one another.  For safety in stacking, tapered poles should be stacked in a tip-to-butt formation.  In the absence of relevant test data on the supporting capacity of 
the pole sections, the stacking height  should be limited to five tiers. 
 
Poles of different lengths or diameters should not be mixed in one stack. 
 
Weed and grass growth should be kept under control in areas where poles are being stored. PUBLIC REVIEW DRAFTEAS 489:2008  
18 © EAC 2006 — All rights reserved  
Annex D  
(normative)   
 
Quality verification of concrete poles 
 
D.1 When a purchaser requires ongoing verification of the quality of concrete poles, it is 
suggested that, instead of concentrating solely on evaluation of the final product, he also direct his attention to the manufacturer's quality system. In  this connection, it should be noted that KS ISO 
9001: 2000 covers the provision of an integrated quality system. 
 
D.2 If the poles do not bear the standardization mark and no information about the 
implementation of quality control or testing during manufacture is available to help in assessing the quality of a consignment, and a purchaser wishes to establish by inspection and testing of samples of the final product whether a consignment of the poles complies with this standard, the sampling 
requirements described in 6.1 of this standard shall apply. PUBLIC REVIEW DRAFTEAS 489:2008  
© EAC 2006 — All rights reserved  19  
Annex E  
(informative)  
 
Tip crushing test 
 
Use the specimens tested in 6.6.2.3 but, if a failure occurred in the section of the pole between 300 
mm and 900 mm from the top, use a new specimen. Pl ace the top section of the specimen centrally 
between, and with its longitudinal axis parallel to, two rigid half-round rods of diameter 25 mm. Ensure 
that the rounded portions of the rods are in continuous contact with the pole for a distance of 225 mm approximately 600 mm from the top of the specim en. Apply force uniformly until failure occurs. 
Measure and record the force at failure to the nearest 0.5 kN.   
 
   PUBLIC REVIEW DRAFTPUBLIC REVIEW DRAFTEAS 489:2008  
© EAC 2006 — All rights reserved