FINAL DRAFT UGANDA 
STANDA RD  
  FDUS EAS 148-1 
First  Edition  
2018-mm-dd 
 
 Reference number  
FDUS EAS 148-1: 2017 
© UNBS 201 8 
  
Cement — Test me thods — Part 1: Determination of strength  
 US EAS  148-1:2017 
ii                © UNBS  2018 - 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 corr ect application  
© UNBS 20 18 
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 
permis sion 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 41 7 333 2 50/1/2 
Fax: +256 41 4 286 123  
E-mail: info@unbs.go.ug  
Web: www.unbs.go.ug  
 US EAS 148-1:2017 
© UNBS  2018 - 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 Agre ement 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 Uganda Standard, US EAS 148-1: 2017, Cement — Test me thods — Part 1: Determination of strength , 
is identical with  and has been reproduced from a n East African  Standard , EAS 148-1: 2017, Cement — Test 
methods — Part 1: Determination of strength , and adopt ed as a Uganda Standard.  
The committee responsible for this document is Technical Committee UNBS/TC 3, Building and construction . 
This s tandard cancels and replaces US 100-1:2016, Cement — Test me thods — Part 1: Determination of 
strength , which has been technically revised.  
Wherever the words, “ East African  Standard"  appear, they should be replaced by "Uganda Standard."  
 
   EAS 148 -1: 201 7 
ICS 91.100.10  
© EA C 2017                                                                                                                          Second Edition 201 7 
 
  EAST AFRICAN STANDARD   
Cement — Test methods — Part 1: Determination of strength  
EAST AFRICAN COMMUNITY  EAS 148-1: 201 7 
ii © EAC 201 7 – All rights reserved  
 Copyright notice  
This EAC document is copyright -protected by EAC. While the reproduction of this document by 
participants in the EAC standards developme nt process is permitted without prior permission from EAC, 
neither this document nor any extract from it may be reproduced, stored or transmitted in any form for 
any other purpose without prior written permission from EAC.  
Requests for permission to reprod uce this document for the purpose of selling it should be addressed 
as shown below or to EAC’s member body in the country of the requester:  
© East African Community  2017 — 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.eac -quality.net  
Reproduction for sales purposes may be subject to royalty payments or a licensing agreement.  
Violators may be persecuted  EAS 148 -1: 201 7 
© EAC 201 7 – All rights reserved  iii 
 Contents  Page 
Foreword  ................................ ................................ ................................ ................................ .............................  v 
1 Scope  ................................ ................................ ................................ ................................ ......................  1 
2 Normative references  ................................ ................................ ................................ ............................  1 
3 Principle  ................................ ................................ ................................ ................................ ..................  1 
4 Requirements for laboratory and equipment  ................................ ................................ .....................  2 
4.1 Labo ratory  ................................ ................................ ................................ ................................ ..............  2 
4.2 Equipment  ................................ ................................ ................................ ................................ ..............  2 
4.3 Test sieves  ................................ ................................ ................................ ................................ .............  2 
4.4 Mixer  ................................ ................................ ................................ ................................ .......................  3 
4.5 Moulds  ................................ ................................ ................................ ................................ ....................  4 
4.6 Jolting apparatus  ................................ ................................ ................................ ................................ ... 7 
4.7 Flexural strength testing appara tus ................................ ................................ ................................ .... 9 
4.8 Compressive strength testing machine  ................................ ................................ ............................  10 
4.9 Jig for compressive strength testing machine  ................................ ................................ .................  11 
4.10  Balance  ................................ ................................ ................................ ................................ .................  11 
4.11  Timer  ................................ ................................ ................................ ................................ .....................  11 
5 Mortar constituents  ................................ ................................ ................................ .............................  13 
5.1 Sand  ................................ ................................ ................................ ................................ ......................  13 
5.1.1  General  ................................ ................................ ................................ ................................ .................  13 
5.1.2  Reference sand  ................................ ................................ ................................ ................................ .... 13 
5.1.3  Standard sand  ................................ ................................ ................................ ................................ ...... 13 
5.2 Cement  ................................ ................................ ................................ ................................ ..................  13 
5.3 Water  ................................ ................................ ................................ ................................ .....................  14 
6 Preparation of mortar  ................................ ................................ ................................ ..........................  14 
6.1 Composition of mortar  ................................ ................................ ................................ ........................  14 
6.2 Batching  ................................ ................................ ................................ ................................ ...............  14 
6.3 Mixing of mortar ................................ ................................ ................................ ................................ ... 14 
7 Preparation of test specimens  ................................ ................................ ................................ ...........  14 
7.1 Size of specimens  ................................ ................................ ................................ ...............................  14 
7.2 Moulding of test specimens  ................................ ................................ ................................ ...............  15 
8 Conditioning of test specimens  ................................ ................................ ................................ .........  15 
8.1 Handling and storage b efore demoulding  ................................ ................................ ........................  15 
8.2 Demoulding of specimens  ................................ ................................ ................................ ..................  15 
8.3 Curing of specimens in water  ................................ ................................ ................................ ............  16 
8.4 Age of specimens for strength tests  ................................ ................................ ................................ . 16 
9 Testing procedures  ................................ ................................ ................................ .............................  16 
9.1 Flexural strength ................................ ................................ ................................ ................................ .. 16 
9.2 Compressive strength  ................................ ................................ ................................ .........................  17 
10 Results  ................................ ................................ ................................ ................................ ..................  17 
10.1  Flexural strength ................................ ................................ ................................ ................................ .. 17 
10.1.1  Calculation and expression of test results  ................................ ................................ .......................  17 
10.1.2  Reporting of results  ................................ ................................ ................................ ............................  17 
10.2  Compressive strength  ................................ ................................ ................................ .........................  17 
10.2.1  Calculation and expression of test results  ................................ ................................ .......................  17 
10.2.2  Reporting of results  ................................ ................................ ................................ ............................  18 
10.2.3  Estimates of the precision of the method for compressive strength  ................................ ............  18 
11 Validation testing of standard sand and of alternativ e compaction equipment  ...........................  19 
11.1  General  ................................ ................................ ................................ ................................ .................  19 EAS 148-1: 201 7 
iv © EAC 201 7 – All rights reserved  
 11.2  Validation testing of standard sand  ................................ ................................ ................................ .. 19 
11.2.1  Principle  ................................ ................................ ................................ ................................ ...............  19 
11.2.2  Certification testing of standard sand  ................................ ................................ ..............................  19 
11.2.3  Method of certification testin g ................................ ................................ ................................ ..........  20 
Annex  A (normative)  Alternative vibration compaction equipment and procedures validated as 
equivalent to the reference jolting compaction equipment and procedure  ................................ . 22 
A.1 General  ................................ ................................ ................................ ................................ .................  22 
A.2 Vibrating table, A  ................................ ................................ ................................ ................................  22 
A.2.1  Technical description  ................................ ................................ ................................ .........................  22 
A.2.2  Compaction procedure using vibrating table, A  ................................ ................................ .............  23 
A.3 Vibrating table, B  ................................ ................................ ................................ ................................  24 
A.3.1  Technical description  ................................ ................................ ................................ .........................  24 
A.3.2  Compaction procedure using vibrating table, B  ................................ ................................ .............  25 
Bibliography  ................................ ................................ ................................ ................................ .....................  27 
 EAS 148 -1: 201 7 
© EAC 201 7 – All rights reserved  v 
 Foreword  
Development of the East African Standards has been necessitated by the need for harmonizing requirements 
governing quality of products and services in the East African Community. It is envisaged that through 
harmonized standardization, trade barriers that are encountered when goods and services are exchanged 
within the Community will be removed.  
In order to achieve this objective, the Community established an East African Standards Committee mandated 
to develop and issue East African St andards.   
The Committee is composed of representatives of the National Standards Bodies in Partner States, together 
with the representatives from the private sectors and consumer organizations. Draft East African Standards 
are circulated to stakeholders th rough 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 ensure that they always have the latest versions of the standards 
they are implementing .  
EAS 148-1 was prepared by Technical Committee EASC/TC/026, Cement, lime, c lay and related products . 
In the preparation of this East African Standard, reference was made to the following standard:  
EN 196 -1: 2005 : Methods testing cement - Part 1: Determination of strength . 
The assistance derived from the above source is hereby ack nowledged with thanks . 
This second  edition  cancels and replaces the first  edition (EAS  148-1:2000 ), which has  been technically 
revised.  
EAS 148 consists of the following parts, under the general title Cement  — Test methods : 
Part 1: Determination of strength  
Part 2: Chemical analysis  
Part 3: Determination of setting times and soundness  
Part 4: Quantitative determination of constituents  
Part 5: Pozzolanicity test for pozzolanic cement  
Part 6: Determination of fitnes s 
Part 7: Methods of taking and preparing samples of cement  
Part 8: Heat of hydration - Solution method  
 EAST AFRICAN STA NDARD  EAS 148 -1:201 7 
 
© EAC 201 7 – All rights reserved  1 
 Cement  — Test methods  — Part 1: Determination of strength  
1 Scope  
This East African Standard describes the method for the determination of the comp ressive and, optionally, the 
flexural strength of cement mortar. The method applies to common cements and to other cements and 
materials .  
It may not apply to cement types that have, for example, a very short initial setting time.  
The method is used for as sessing whether the compressive strength of cement is in conformity with its 
specification and for validation testing of standard sand , or alternative compaction equipment.  
This standard describes  the reference equipment and procedure and allows alternativ e compaction equipment 
and procedures to be used provided that they have been validated in accordance with the appropriate 
provisions in this standard . In the event of a dispute, only the reference equipment and procedure are used .  
2 Normative references  
The following referenced documents are indispensable for the application of this document. For dated 
references, only the edition cited applies. For undated references, the latest edition of the referenced 
document (including any amendments) applies.  
EAS 1 8-1, Cement — Part 1: Composition, specifications and conformity criteria for common cements  
EAS 148 -7, Cement — Test Method — Part 7 : Methods of taking and preparing samples of cement  
ISO 565, Test sieves — Metal wire cloth, perforated metal plate and ele ctroformed sheet — Nominal sizes of 
openings  
ISO 1101, Geometrical Product Specifications (GPS) — Geometrical tolerancing — Tolerances of form, 
orientation, location and run -out 
ISO 1302, Geometrical Product Specifications (GPS) — Indication of surface tex ture in technical product 
documentation  
ISO 3310 -1, Test sieves — Technical requirements and testing — Part 1: Test sieves of metal wire cloth  
ISO 4200, Plain end steel tubes, welded and seamless  — General tables of dimensions and masses per unit 
length . 
ISO 7500 -1, Metallic materials — Verification of static uniaxial testing machines — Part 1: 
Tension/compression testing machines — Verification and calibration of the force -measuring system  
3 Principle  
3.1 The method comprises the determination of the com pressive, and optionally the flexural, strength of 
prismatic test specimens 40 mm 40 mm 160 mm in size.  
3.2 These specimens are cast from a batch of plastic mortar containing one part by mass of cement, three 
parts by mass of standard sand  and one hal f part of water (water/cement ratio 0.50). standard sands  from EAS 148-1: 201 7 
2 © EAC 201 7 – All rights reserved  
 various sources and countries may be used provided that they have been shown to give cement strength 
results which do not differ significantly from those obtained using the reference sand  (see Clause 11).  
3.3 In the reference procedure the mortar is prepared by mechanical mixing and is compacted in a mould 
using a jolting apparatus. Alternative compaction equipment and procedures may be used provided that they 
have been shown to give cement stre ngth results which do not differ significantly from those obtained using 
the reference jolting apparatus and procedure (see Clause 11 and Annex A).  
3.4 The specimens are stored in the mould in a moist atmosphere for 24 h and, after demoulding, 
specimens ar e stored under water until strength testing.  
3.5 At the required age, the specimens are taken from their wet storage, broken in flexure, determining the 
flexural strength where required, or broken using other suitable means which do not subject the prism h alves 
to harmful stresses, and each half tested for strength in compression.  
4 Requirements for laboratory and equipment  
4.1 Laboratory  
4.1.1  The laboratory where preparation of specimens takes place shall be maintained at a temperature of 
(20 ± 2) °C and a relative humidity of not less than 50 %.  
4.1.2  The moist air room or the large cabinet for storage of the specimens in the mould shall be maintained 
at a temperature of (20.0 ± 1.0) °C and a relative humidity of not less than 90 %.  
4.1.3  The storage cont ainers for curing the specimens in water, and the grates with which they are fitted, 
shall be of material which does not react with cement. The temperature of the water shall be maintained at 
(20.0 ± 1.0) °C.  
4.1.4  The temperature and relative humidity of the air in the laboratory and the temperature of the water in 
the storage containers shall be recorded at least once a day during working hours. The temperature and 
relative humidity of the moist air room or cabinet shall be recorded at least every 4 h.  
4.1.5 Cement, standard sand  (see 5.1.3), water and apparatus used to make and test specimens shall be at 
a temperature of (20 ± 2) °C.  
4.1.6  Where temperature ranges are given, the target temperature at which the controls are set shall be the 
middle value of  the range.  
4.2 Equipment  
4.2.1  The tolerances shown in figures 1 to 5 are important for correct operation of the equipment in the 
testing procedure. When regular control measurements show that the tolerances are not met, the equipment 
shall be rejected, a djusted or repaired. Records of control measurements shall be kept.  
4.2.2  Acceptance measurements on new equipment shall cover mass, volume, and dimensions to the 
extent that these are indicated in this document paying particular attention to those critica l dimensions for 
which tolerances are specified.  
4.2.3  In those cases where the material of the equipment can influence the results, the material is specified 
and shall be used.  
4.2.4  The approximate dimensions shown in the figures are provided as guidance  to equipment 
manufacturers or operators. Dimensions, which include tolerances, are obligatory.  
4.3 Test sieves  
Wire cloth test sieves conforming to ISO 3310 -1 shall be of the square mesh sizes (as in series R 20  of ISO 
565): 2.00 mm, 1.60 mm, 1.00 mm, 0.50 mm, 0.16 mm and 0.08 mm. EAS 148 -1: 201 7 
© EAC 201 7 – All rights reserved  3 
 4.4 Mixer  
4.4.1  The mixer shall consist essentially of:  
a) a stainless steel bowl with a capacity of about 5 L of the typical shape and size shown in Figure 1, 
provided with means by which it can be fixed securely to the mixer frame  during mixing and by which 
the height of the bowl in relation to the blade and, to some extent, the gap between blade and bowl 
can be finely adjusted and fixed;  and 
b) a stainless steel blade of the typical shape, size and tolerances shown in Figure 1, revol ving about its 
own axis as it is driven in a planetary movement around the axis of the bowl at controlled speeds by 
an electric motor. The two directions of rotation shall be opposite and the ratio between the two 
speeds shall not be a whole number.  
4.4.2  Blades and bowls shall form sets which shall always be used together.  
4.4.3  The gap between blade and bowl shown in Figure 1 shall be checked regularly. The gap of (3 ± 1) 
mm refers to the situation when the blade in the empty bowl is brought as close as p ossible to the wall. Simple 
tolerance gauges ('feeler gauges') are useful where direct measurement is difficult.  
NOTE  The dimensions marked as approximate on Figure 1 are for the guidance of manufacturers.  
4.4.4  The mixer shall operate at the speeds given in Table 1 when mixing the mortar.  
Table 1— Speeds of mixer blade  
 
 
 
 
 
 
 Speed  types  Rotation , 
min-1 Planetary movement , 
min–1 
Low speed  140 ± 5  62 ± 5  
High speed  285 ± 10  125 ± 10  EAS 148-1: 201 7 
4 © EAC 201 7 – All rights reserved  
 
 
Key 
1 Bowl  
2 Blade  
Figure 1 — Typical bowl and blade  
4.5 Moulds  
4.5.1  The mould shall consist of three horizontal compartments so that three prismatic specimens 40 mm 
40 mm in cross section and 160 mm in length can be prepared simultaneously.  
4.5.2  A typical design is shown in Figure 2.  
4.5.3 The mould shall be made of steel with walls approximately 10 mm thick. Each internal side face of the 
mould shall be case harden ed to a Vickers hardness of at least HV 200, as supplied.  
NOTE  A minimum Vickers hardness value of HV 400 is recommended.  
4.5.4 The mould shall be constructed in such a manner as to facilitate the removal of moulded specimens 
without damage. Each mould sha ll be provided with a machined steel or cast iron baseplate. The mould, when 
assembled, shall be positively and rigidly held together and fixed to the baseplate.  
4.5.5 The assembly shall be such that there is no distortion or visible leakage during operati on. The 
baseplate shall make adequate contact with the table of the compacting apparatus and be rigid enough not to 
induce secondary vibrations.  
NOTE  Moulds and jolting apparatus from different manufacturers may have unrelated external dimensions and 
masse s, so their compatibility needs to be ensured by the purchaser.  EAS 148 -1: 201 7 
© EAC 201 7 – All rights reserved  5 
 4.5.6 Each part of the mould shall be stamped with identifying marks to facilitate assembly and to ensure 
conformity to the specified tolerances. Similar parts of separate mould assemblies sha ll not be interchanged.  
4.5.7 The assembled mould shall conform to the following requirements : 
a) the internal dimensions and tolerances of each mould compartment shall be as follows:  
(i) length: (160 ± 1) mm;  
(ii) width: (40 .0 ± 0 .2) mm;  and 
(iii) depth: (40 .1 ± 0 .1) mm ; 
b) the flatness tolerance (see ISO 1101) over the whole of each internal side face shall be not greater 
than 0 .03 mm;  
c) the perpendicularity tolerance (see ISO 1101) for each internal face with respect to the bottom surface 
of the mould and the adjacent internal  face as datum faces shall be not greater than 0 .2 mm; and  
d) the surface texture (see ISO 1302) of each internal side face shall be n ot rougher than N8, as 
supplied.  
4.5.8 Moulds shall be replaced when any one of the specified tolerances is exceeded. The mas s of the 
mould shall accord with the requirement for the combined mass in 4.6.  
4.5.9 In preparing the cleaned mould ready for use, a suitable sealing material shall be used to coat the 
outer joints of the mould. A thin film of mould oil shall be applied to  the internal faces of the mould.  
NOTE  Some oils have been found to affect the setting of cement; mineral -based oils have been found to be suitable.  
4.5.10 To facilitate the filling of the mould a tightly fitting metal hopper with vertical walls 20 mm - 40 mm in 
height shall be provided. When viewed in plan, the hopper walls shall overlap the internal walls of the mould 
by not more than 1 mm. The outer walls of the hopper shall be provided with a means of location to ensure 
correct positioning over the moul d. 
4.5.11  For spreading and striking off the mortar two spreaders and a metal straightedge of the type shown in 
Figure 3 shall be provided.  
 EAS 148-1: 201 7 
6 © EAC 201 7 – All rights reserved  
 
 
Key 
1 Striking off direction with sawing motion  
Figure 2 — Typical mould  EAS 148 -1: 201 7 
© EAC 201 7 – All rights reserved  7 
 
 
Key 
D = Height of hopper  
Figure 3 — Typical spreaders and metal straightedge  
4.6 Jolting apparatus  
4.6.1  A typical design of t he jolting apparatus is shown in Figure 4 . 
4.6.2 The apparatus shall consist of a rectangular table rigidly connected by two light arms to a pivot at 
nominally 800 mm f rom the centre of the table. The table shall incorporate at the centre of its lower face a 
projecting lug with a rounded face. Beneath the projecting lug shall be a small stop with a plane upper surface. 
In the rest position, the common normal through the point of contact of the lug and the stop shall be vertical. EAS 148-1: 201 7 
8 © EAC 201 7 – All rights reserved  
 When the lug rests on the stop, the top face of the table shall be horizontal so that the level of any of the four 
corners does not deviate from the mean level by more than 1.0 mm.  
4.6.3 The table  shall have dimensions equal to or greater than those of the mould baseplate, and a plane 
machined upper surface. Clamps shall be provided for firm attachment of the mould to the table.  
4.6.4 The combined mass of the table, including arms, empty mould, hop per and clamps shall be (20.0 ± 
0.5) kg.  
4.6.5 The arms connecting the table assembly to the pivot shall be rigid and constructed of round tubing 
with an outside diameter lying in the range 17 mm - 22 mm selected from tube sizes given in ISO 4200. The 
total mass of the two arms, including any cross bracing, shall be (2.25 ± 0.25) kg. The pivot bearings shall be 
of the ball or roller type and protected from ingress of grit or dust. The horizontal displacement of the centre of 
the table as caused by the play of the pivot shall not exceed 1.0 mm.  
4.6.6 The lug and the stop shall be made of through -hardened steel of at least HV 500 Vickers hardness 
value. The curvature of the lug shall be about 0.01 mm-1. 
4.6.7 In operation, the table is raised by a cam and allo wed to fall freely from a height of (15 .0 ± 0 .3) mm 
before the lug strikes the stop.  
4.6.8 The cam shall be made of through hardened steel of at least HV 400 Vickers hardness value and its 
shaft shall be mounted in ball bearings of such construction that t he free fall is always (15 .0 ± 0 .3) mm.  
4.6.9 The cam follower shall be of a construction which ensures minimal wear of the cam. The cam shall be  
driven by an electric motor of about 250 W through a reduction gear at a uniform speed of one  revolution per 
second. A control mechanism and a counter shall be provided which ensures that one  period of jolting of (60 ± 
3) s comprises exactly 60 jolts.  
4.6.1 0 The position of the mould on the table shall be such that the longitudinal dimension of the  
compartments is  in line with the direction of the arms and perpendicular to the axis of rotation of the  cam. 
Suitable reference marks shall be provided to facilitate the positioning of the mould in such a  way that the 
centre of the central compartment is directly above t he point of impact.  
4.6.1 1 The apparatus shall be firmly mounted on a concrete block of mass of about 600 kg and volume of  
about 0 .25 m3 and of dimensions giving a suitable working height for the mould. The entire base of  the 
concrete block shall stand on an elastic pad, for example  natural rubber, having a suitable isolation  efficiency 
preventing external vibrations from affecting the compaction.  
4.6.1 2 The base of the apparatus shall be fixed level to the concrete base by anchor bolts and a thin layer of  
mortar shall be placed between the base of the apparatus and the concrete base to ensure overall  and 
vibration free contact.  EAS 148 -1: 201 7 
© EAC 201 7 – All rights reserved  9 
 
 
Key 
1 Lug 
2 Cam follower  
3 Cam  
4 Stop 
Figure 4 — Typical jolting apparatus  
4.7 Flexural strength testing apparatus  
4.7.1  The flex ural strength can be measured by using a flexural strength testing machine or by using a 
suitable device in a compression testing machine.  
4.7.2 The apparatus for the determination of flexural strength shall be capable of applying loads up to 10 kN 
with a n accuracy of ± 1.0 % of the recorded load in the upper four -fifths of the range being used, at a rate of 
loading of (50 ± 10) N/s.  
4.7.3 The apparatus shall be provided with a flexure device incorporating two steel supporting rollers of 
(10.0 ± 0.5) mm di ameter spaced (100.0 ± 0.5) mm apart and a third steel loading roller of the same diameter 
placed centrally between the other two. The length of these rollers shall be between 45 mm and 50 mm. The 
loading arrangement is shown in Figure 5.  EAS 148-1: 201 7 
10 © EAC 201 7 – All rights reserved  
 NOTE  The provisio n of this apparatus is optional. If only the compressive strength is to be measured, prisms may be 
broken using other suitable means which do not subject the prism halves to harmful stresses.  
 
Figure 5 — Arrangement of loading for determination of flexura l strength  
4.7.4  The three vertical planes through the axes of the three rollers shall be parallel and remain parallel, 
equidistant and normal to the direction of the specimen under test. One of the supporting rollers and the 
loading roller shall be capabl e of tilting slightly to allow a uniform distribution of the load over the width of the 
specimen without subjecting it to any torsional stresses.  
4.8 Compressive strength testing machine  
4.8.1  The testing machine for the determination of compressive streng th shall be of  suitable capacity for the 
test. It shall have an accuracy of ± 1.0 % of the recorded load in the upper four -fifths of the range being used 
when verified in accordance with ISO 7500 -1. It shall provide a rate of load increase of (2 400 ± 200)  N/s. It 
shall be fitted with an indicating device which shall be so constructed that the value indicated at failure of the 
specimen remains indicated after the testing machine is unloaded. This can be achieved by the use of a 
maximum indicator on a pressu re gauge or a memory on a digital display. Manually operated testing 
machines shall be fitted with a pacing device to facilitate the control of the load increase.  
NOTE  The testing machine may be provided with two or more load ranges. The highest value of t he lower range 
should be approximately 1/5 of the highest value of the next higher range.  
4.8.2 The vertical axis of the ram shall coincide with the vertical axis of the machine and during loading the 
direction of movement of the ram shall be along the ver tical axis of the machine. Furthermore, the resultant of 
the forces shall pass through the centre of the specimen. The surface of the lower machine platen shall be 
normal to the axis of the machine and remain normal during loading.  
4.8.3 The centre of the upper platen spherical seating shall be at the point of intersection of the vertical 
machine axis with the plane of the lower surface of the upper machine platen with a tolerance of ± 1 mm. The EAS 148 -1: 201 7 
© EAC 201 7 – All rights reserved  11 
 upper platen shall be free to align as contact is made with th e specimen, but during loading the relative 
attitude of the upper and lower platens shall remain fixed.  
4.8.4 The testing machine shall be provided with platens made of tungsten carbide, or alternatively through 
hardened steel with a Vickers hardness of at  least HV 600. These platens shall be at least 10 mm thick, (40.0 
± 0.1) mm wide and (40.0 ± 0.1) mm long. The flatness tolerance according to ISO 1101, over the entire 
contact surface with the specimen shall be not greater than 0.01 mm. The surface textur e according to ISO 
1302 shall be not smoother than N3 and not rougher than N6, as supplied.  
4.8.5 Alternatively, two auxiliary plates of tungsten carbide, or through hardened steel with a Vickers 
hardness of at least HV 600 and at least 10 mm thick and con forming to the requirements for the platens may 
be provided. Provision should be made for centring the auxiliary plates with respect to the axis of the loading 
system with an accuracy of ± 0.5 mm. Provision should be made for aligning the auxiliary plates with a 
tolerance not greater than ± 0.5 mm from the centre of each other.  
4.8.6 Where there is no spherical seating in the testing machine or where the spherical seating is blocked, 
or where the diameter of the spherical seating is greater than 120 mm, a j ig conforming to 4.9 shall be used.  
NOTE 1 The machine should be provided with an automatic method for adjusting the rate of loading and with 
equipment for recording the results.  
NOTE 2 The spherical seating of the machine may be lubricated to facilitate a djustment on contact with the specimen 
but only to such an extent that movement of the platen cannot take place under load during the test. Lubricants which are 
effective under high pressure are not suitable.  
NOTE 3 The terms 'vertical', 'lower' and 'upper ' refer to conventional testing machines which are normally aligned in the 
vertical axis. However, machines whose axis is not vertical are also permitted.  
4.9 Jig for compressive strength testing machine  
4.9.1  When 4.8 requires the use of a jig (see Figure  6) it shall be placed between the platens of the 
machine to transmit the load of the machine to the compression surfaces of the mortar specimen.  
4.9.2 A lower plate shall be used in this jig and it can be incorporated in the lower platen. The upper platen  
receives the load from the upper platen of the machine through an intermediate spherical seating.  
4.9.3 This seating forms part of an assembly which shall be able to slide vertically without appreciable 
friction in the jig guiding its movement. The jig sh all be kept clean and the spherical seating shall be free to 
move in such a way that the platen will accommodate itself initially to the shape of the specimen and then 
remain fixed during the test. All requirements stated in 4.8 apply equally when a jig is  used.  
NOTE 1  The spherical seating of the jig may be lubricated but only to such an extent that movement of the platen 
cannot take place under load during the test. Lubricants which are effective under high pressure are not suitable.  
NOTE 2  It is desirabl e that the assembly should return automatically to its initial position after crushing the specimen.  
4.10 Balance  
The b alance  shall be  capable of weighing to an accuracy of ± 1 g.  
4.11 Timer  
The t imer shall be  capable of measuring to an accuracy of ± 1 s.  EAS 148-1: 201 7 
12 © EAC 201 7 – All rights reserved  
 
 
Key 
1 Ball bearings  
2 Sliding assemble  
3 Return spring  
4 Spherical seating of machine  
5 Upper platen of machine  
6 Spherical seating of the jig  
7 Upper platen of the jig  
8 Specimen  
9 Lower platen of the jig  
10 Jig 
11 Lower platen of the machine  
Figure 6 — Typical jig for compressive strength testing  EAS 148 -1: 201 7 
© EAC 201 7 – All rights reserved  13 
 5 Mortar constituents  
5.1 Sand  
5.1.1  General  
Standard sands shall be used to determine the  strength of cement in accordance with this standard . Standard 
sand  shall conform  to the requirements stated in 5.1.3. P roducers of standard sand  shall apply verification 
testing  which shall be inspected under the authority of a certification body.  
In view of the difficulties of characterizing  Standard sands completely , they shall be validated  against the 
reference sand des cribed in 5.1.2 by means of certification and verification testing,  as described in Clause 11.  
5.1.2  Reference sand  
Reference sand, of which a limited stockpile is maintai ned as reference material, is natural,  siliceous sand 
consisting of rounded particles  and has a silica content of at least 98 %.  Its particle size distribution lies within 
the limits given in Table 2. 
Table 2 — Particle size distribution of the reference sand  
Square mesh size , 
mm 2.00 1.60 1.00 0.50 0.16 0.08 
Cumulative sieve 
residue , 
% 0 7 ± 5  33 ± 5  67 ± 5  87 ± 5  99 ± 1  
 
5.1.3  Standard sand  
5.1.3.1  Standard sand shall comply with the particle size distribution specified in 5.1.2 as determined by  
sieve analysis on a representative sample of sand of total mass not less than 1 345 g. Sievi ng shall  be 
continued until the amount of sand passing through each sieve is less than 0 .5 g/min.  
5.1.3. 2 The moisture content shall be less than 0 .2 % determined as the loss of mass of a representative  
sample of sand after drying at 105 °C - 110 °C to con stant mass and expressed as a percentage by  mass of 
the dried sample.  
5.1.3. 3 During production these determinations shall be carried out at least once a day. These 
requirements  are insufficient to ensure that the Standard sand gives equivalent performance  to the reference 
sand. Such equivalence shall be initiated and maintained  by the validation testing  described in Clause 11.   
5.1.3. 4 Standard sand shall be pre -packed in bags with a content of (1 350 ± 5) g; the type of material  
used for the bags shall ha ve no effect on the results of the strength testing and the contents of each  bag shall 
comply with the particle size distribution specified in 5.1.2.  
NOTE  Standard sand should  be carefully stored to prevent damage or contamination, particularly with  moistu re, prior 
to use.  
5.2 Cement  
The cement to be tested shall be exposed to ambient air for the minimum time possible. When it is to  be kept 
for more than 24 h between sampling and testing, it shall be stored in completely filled and  airtight containers 
made from a material which does not react with cement.  
The laboratory sample shall be homogenized , by machine or other means as described in EAS 148-7, before 
taking sub -samples for testing.  EAS 148-1: 201 7 
14 © EAC 201 7 – All rights reserved  
 5.3 Water  
Distilled, or deionized , water shall be used for validatio n testing. For other tests, drinking water may  be used. 
In the case of dispute , distilled or deionized  water shall be used.  
6 Preparation of mortar  
6.1 Composition of mortar  
The proportions by mass shall be one part of the cement (5.2), three parts of sta ndard sand (5.1), and one 
half part of water (5.3) (water /cement ratio = 0.5)  
Each batch for three test specimens shall consist of 450 g ± 2 g of cement, 1 350 g ± 5 g of sand, and 225 g ± 
1 g of water.  
6.2 Batching  
The cement, sand, water and apparatus s hall be at the laboratory temperature (see 4.1) . Carry out weighing 
by means of a balance accurate to ± 1 g. When water is added from automatic 225 -mL pipettes, they shall be 
accurate to ± 1 mL.  
6.3 Mixing of mortar  
6.3.1  Weigh the cement and water by mean s of the balance (4.10). When water is added by volume , it shall 
be dispensed with an accuracy of ± 1 m L. Mix each batch of mortar mechanically using the mixer (4.4).  The 
timing of the various mixing stages refers to the times at which mixer power is switc hed on/off and shall be 
maintained within ± 2 s.  
6.3.2 The mixing procedure shall be as follows:  
a) place the water and the cement into the bowl, taking care to avoid loss of water or cement;  
b) immediately the water and cement are brought into contact start the  mixer at the low speed (see 
Table 1) whilst starting the timing of the mixing stages. In addition, record the time to the nearest 
minute, as ‘zero time’. After 30 s of mixing, add the sand steadily during the next 30 s. Switch the 
mixer to the high speed (see Table 1) and continue the mixing for an additional 30 s;  
NOTE  ‘Zero time’ is the point from which the times for demoulding specimens (see 8.2) and for determining 
strength (see 8.4) are calculated.  
c) stop the mixer for 90 s. During the first 30 s, remov e by means of a rubber or plastics scraper the 
mortar adhering to the wall and bottom part of the bowl and place in the middle of the bowl; and  
d) continue the mixing at the high speed for 60 s.  
NOTE  Normally these mixing operations are carried out automatica lly. Manual control of these operations 
and timings may be used.  
7 Preparation of test specimens  
7.1 Size of specimens  
The test specimens shall be 40 mm 40 mm 160 mm prisms.  EAS 148 -1: 201 7 
© EAC 201 7 – All rights reserved  15 
 7.2 Moulding of test specimens  
7.2.1  Mould the specimens immediately after the  preparation of the mortar. With the mould and hopper 
firmly clamped to the jolting table, introduce, using a suitable scoop, in one or more increments, the first of two 
layers of mortar (each about 300 g) into each of the mould compartments, directly from  the mixing bowl.  
7.2.2 Spread the layer uniformly using the large spreader (see Figure 3), held almost vertically with its 
shoulders in contact with the top of the hopper and drawn forwards and backwards once along each mould 
compartment. Then compact the  first mortar layer using 60 jolts of the jolting apparatus (4.6).  Introduce the 
second layer of mortar, ensuring that there is a surplus of mortar, level with the small spreader (see Figure 3) 
and compact the layer with a further 60 jolts.  
7.2.3 Lift the mould gently from the jolting table and remove the hopper. Immediately strike off the excess 
mortar with the metal straightedge (see Figure 3), held almost vertically but inclined in the direction of striking. 
Move slowly pulling with a transverse sawing m otion once in each direction. Repeat this striking off procedure 
with the straightedge held at a more acute angle to smooth the surface.  
NOTE  The number of sawing motions and the angle of the straightedge will depend on the consistency of the mortar; 
stiffer mortars will require more sawing motions and a more acute angle; a smaller number of transverse sawing motions 
are required for smoothing than for striking off (see Figure 2).  
7.2.4 Wipe off the mortar left on the perimeter of the mould as a result of t he striking -off. 
7.2.5 Label or mark the moulds for identification purposes.  
8 Conditioning of test specimens  
8.1 Handling and storage before demoulding  
Place a plate of glass, steel or other impermeable material which does not react with cement of approxi mate 
size 210 mm  185 mm  6 mm on the mould.  
WARNING  In the interest of safety, ensure that any glass plates used have ground edges . 
Place each covered mould, without delay, on a horizontal base in the moist air room or cabinet (see 4.1). The 
moist air s hall have access to all sides of the mould. Moulds shall not be stacked one upon the other. Each 
mould shall be removed from storage at its appropriate time for demoulding.  
8.2 Demoulding of specimens  
8.2.1  Carry out demoulding taking care not to damage sp ecimens. Plastics or rubber hammers, or devices 
specially made, can be used for demoulding. Carry out demoulding, for 24 - h tests, not more than 20 min 
before the specimens are tested. Carry out demoulding, for tests at ages greater than 24 h, between 20 h  and 
24 h after moulding.  
NOTE  Demoulding may be delayed by 24 h if the mortar has not acquired sufficient strength at 24 h to be handled 
without risk of damage. Any delay in demoulding should be recorded in the test report.  
8.2.2  Keep the demoulded specim ens selected for testing at 24 h (or at 48 h when delayed demoulding was 
necessary) covered by a damp cloth until tested. Suitably mark specimens selected for curing in water for 
identification later, for example  by water -resistant ink or crayon.  
NOTE  As a check on the mixing and compacting operations and air content of the mortar, it is recommended that the 
specimens from each mould be weighed.  EAS 148-1: 201 7 
16 © EAC 201 7 – All rights reserved  
 8.3 Curing of specimens in water  
8.3.1  Submerge the marked specimens without delay in a convenient manner, either  horizontally or 
vertically, in water at (20.0 ± 1.0) °C in the containers. With horizontal storage, keep vertical faces as cast 
vertical.  
8.3.2 Place the specimens on the gratings (see 4.1) and keep them apart from each other so that the water 
has free ac cess to all six faces of the specimens. At no time during storage shall the spaces between the 
specimens or the depth of water above the upper faces of the specimens be less than 5 mm.  
8.3.3 Unless it has been established that the composition of the cement  to be tested does not influence the 
strength development of other cements under test, separate storage shall be provided; cements known to 
contain more than 0.1 % chloride ion shall be stored separately.  
8.3.4 Use tap water for initial filling of the cont ainers and for occasional topping up to maintain a reasonably 
constant level. During storage of the specimens, not more than 50 % of the water shall be replaced at any one 
time.  
8.3.5 The installation shall ensure uniform storage temperature; if a system o f circulation within the storage 
container is used the flow rate shall be as low as possible and not cause visible turbulence.  
8.3.6 Remove the specimens required for testing at any particular age (other than 24 h, or 48 h in cases of 
delayed demoulding) f rom the water not more than 15 min before the test is carried out. Remove any deposit 
on the test faces. Cover the specimens with a damp cloth until tested.  
8.4 Age of specimens for strength tests  
Calculate the age of specimens as that from zero time (see 6.2). Carry out strength tests at the different ages 
within the following limits:  
a) 24 h ± 15 min ; 
b) 48 h ± 30 min ; 
c) 72 h ± 45 min ; 
d) 7 d ± 2 h ; and  
e) ≥28 d ± 8 h.  
9 Testing procedures  
9.1 Flexural strength  
9.1.1  Use the three -point loading method with one of the types of apparatus described in 4.7.  
9.1.2 Place the prism in the apparatus (4.7) with one side face on the supporting rollers and with its 
longitudinal axis normal to the supports. Apply the load vertically by means of the loading roller to the opposite 
side face of the prism and increase it smoothly at the rate of (50 ± 10) N/s until fracture.  
9.1.3 Keep the prism halves covered with a damp cl oth until tested in compression.  
9.1.4 Calculate the flexural strength, Rf, in megapascal  from:  
3f
fblRF 1.5
 
where EAS 148 -1: 201 7 
© EAC 201 7 – All rights reserved  17 
 Rf is the flexural strength, in megapascal;  
b is the side of the square section of the prism, in millimetres;  
Ff is the load applie d to the middle of the prism at fracture, in Newton; and  
l is the distance between the supports, in millimetres.  
9.2 Compressive strength  
9.2.1  Carry out the test on halves of the prism broken either as described in 9.1 or by using suitable means 
which do  not subject the prism halves to harmful stresses.  
9.2.2 Test each prism half by loading its side faces using the equipment described in 4.8 and 4.9.  
9.2.3 Centre the prism halves laterally to the platens of the machine within ± 0 .5 mm, and longitudinally .  
9.2.4 Increase the load smoothly at the rate of (2 400 ± 200) N/s over the entire load application until 
fracture.  
9.2.5 Where the load increase is regulated by hand, care should be taken when making adjustment for the 
decrease of the loading rate near t he fracture load as this can significantly affect the result.  
9.2.6 Calculate the compressive strength Rc in megapascal from:  
1600c
cFR
 
where  
Rc   is the compressive strength, in megapascal;  
Fc   is the maximum load at fracture, in N ewton; and  
1 600  is the area of the platens or auxiliary plates (40 mm 40 mm), in square  millimetres  
10 Results  
10.1 Flexural strength  
10.1.1  Calculation and expression of test results  
Calculate the flexural strength test result as the arithmetic mean of the three  individual results, each 
expressed at least to the nearest 0.1 MPa, obtained from a determination made on a set of three prisms.  
Express the arithmetic mean to the nearest 0.1 MPa.  
10.1.2  Reporting of results  
Record all individual results. Report the calc ulated mean.  
10.2 Compressive strength  
10.2.1  Calculation and expression of test results  
10.2.1.1  Calculate the compressive strength test result as the arithmetic mean of the six individual results, 
each expressed at least to the nearest 0.1 MPa, obtained from the six determinations made on a set of three 
prisms.  EAS 148-1: 201 7 
18 © EAC 201 7 – All rights reserved  
 10.2.1. 2 If one result within the six individual results varies by more than ± 10 % from the mean, discard 
this result and calculate the arithmetic mean of the five remaining results. If one result  within the five 
remaining results varies by more than ± 10 % from their mean, discard the set of results and repeat the 
determination.  
10.2.1. 3 Express the arithmetic mean to the nearest 0.1 MPa.  
10.2.2  Reporting of results  
Record all individual results. Report the calculated mean and whether any result has been discarded in 
accordance with 10.2.1.  
10.2.3  Estimates of the precision of the method for compressive strength  
10.2.3.1  Short -term repea tability  
Short -term repeatability of the method for compressiv e strength testing gives the closeness of agreement 
between test results obtained on nominally identical samples of cement, using the same standard sand, tested 
in the same laboratory by the same operator using the same equipment  within short intervals of time.  
In the case of 28 -day compressive strength, the short -term repeatability for “normal performance”  achievable 
under the above conditions, should be less than 2 .0 % when expressed as the coefficient  of variation.  
NOTE  Experience has indicated that bett er performance is achievable and can be routinely met in some  laboratories. It 
corresponds to a value of 1 % for short -term repeatability, when expressed as the coefficient of  variation.  
Short -term repeatability is a measure of the precision of the test me thod when used for validation  testing of 
Standard sand and  alternative compaction equipment.  
10.2.3.2  Long -term repeatability  
10.2.3.2.1  Long -term repeatability of the method for compressive strength testing, gives the closeness of  
agreement between test r esults obtained from frequent testing of different samples taken from the  same 
homogenized  sample of cement, tested in the same laboratory, under the following conditions:  possibly 
different operators, possibly different equipment, same standard sand and o ver long  time periods (up to one 
year).  
10.2.3.2.2  In the case of 28 -day compressive strength, the long -term repeatability for “normal performance”  
achievable under the above conditions, should be less than 3 .5 % when expressed as the coefficient  of 
variat ion. 
NOTE  Experience has indicated that better performance is achievable and can be routinely met in some  laboratories.  
It corresponds to a value of 2. 5 % for long term repeatability, when expressed as the coefficient of  variation.  
10.2.3.2.3  Long -term rep eatability is a measure of the precision of the test method when used for the 
autocontrol  testing of cement or the monthly verification testing of standard sand and  for assessing the  
maintenance of the laboratory’s precision over time.  
10.2.3.3  Reproducibi lity 
10.2.3.3.1  Reproducibility of the method for compressive strength testing gives the closeness of agreement  
between test results obtained on nominally identical samples of cement tested in different laboratories  under 
the following conditions: differen t operators, different equipment, possibly different standard sands  and 
possibly at different times.  
10.2.3.3.2  In the case of 28 -day compressive strength, the reproducibility, between laboratories achieving 
“normal  performance” under the above conditions,  should be less than 4 .0 % when expressed as the  
coefficient of variation.  EAS 148 -1: 201 7 
© EAC 201 7 – All rights reserved  19 
 NOTE  Experience has indicated that better performance is achievable and can be routinely met in some  laboratories. 
It corresponds to a value of 3 % for reproducibility, when express ed as the coefficient of variation.  
10.2.3.3.3  Reproducibility is a measure of the precision of the test method when used for evaluation of  
conformity of cement or standard sand.  
11 Validation testing of standard sand  and of alternative compaction equipmen t 
11.1 General  
11.1.1  Standard sand  complying with 5.1.3 or alternative compaction equipment may be used, according to 
Clause 3, provided that they have been shown to give cement strength results which do not differ significantly 
from those obtained using the standard  sand  (5.1.2) or the reference jolting apparatus (4.6) and procedure, 
respectively.  
11.1.2  This clause describes the conditions under which standard sands  and alternative compaction 
equipment can be validated. Validation shall be provided by a certification body and shall be based on the 
results of tests carried out by a testing laboratory appointed by the certification body.  
NOTE  Appointed testing laboratories should participate in proficiency testing programmes to ensure that validation 
testin g is against comparable testing levels.  
11.1. 3 The test methods which are described and shall be applied are based on comparisons of compressive 
strength test results at the age of 28 d ays. 
11.2 Validation testing of standard sand  
11.2.1  Principle  
11.2.1.1  Validation testing of standard sand  comprises:  
a) certification testing carried out under the authority of a certification body; and  
b) verification testing carried out by the producer of sand.  
11.2.1. 2 Certification testing of standard sand  is described in 11. 2.2. It includes an initial certification testing 
(11.2.2.1) and an annual confirmation testing (11.2.2.2). Provided that the requirements in 11.2.3.3 are met, 
the certification body shall issue a certificate of conformity to this standard after the initia l certification testing, 
and a renewal of certificate after the annual confirmation testing.  
11.2.1. 3 Verification testing of standard sand is described in 11.2.4. Based on autocontrol testing by the 
producer of sand and provided that the requirements in 1 1.2.5.3 are met, it ensures that a certified standard 
sand remains in conformity to this standard . Autocontrol test results are inspected by the certification body 
within the framework of the annual confirmation testing.  
11.2.1.4  A validated sand shall be designated “ standard sand ". 
11.2.2  Certification testing of standard sand  
11.2.2.1  Initial certification testing  
11.2.2.1.1  A producer of sand shall demonstrate that the producing plant is operating prior to an application 
to the certification body for the  initial certification testing of the sand.  
11.2.2.1.2  During a production period of at least three months, three independent samples of the sand shall 
be taken at the point of release under the authority of the certification body. The number of bags to be  taken in 
each of the three samples shall be calculated in order to provide the sufficient amount of sand required by the 
method of certification testing according to 11.2.3.1. In addition the size of one of the three samples shall be 
sufficiently large to  provide the amount of sand required by the method of verification testing according to EAS 148-1: 201 7 
20 © EAC 201 7 – All rights reserved  
 11.2.5.1 for a period of at least one year. For that purpose, this sample shall be divided under the authority of 
the certification body and the sub -sample to be used f or verification testing, kept by the producer of the sand.  
11.2.2.1.3  Each of the three samples shall be tested against the reference sand, applying the method 
described in 11.2.3, using a different one of three cements of different standard strength class es, selected 
under the authority of the certification body. Tests shall be carried out in an appointed testing laboratory (see 
11.1).  
11.2.2.1.4  Where each of the results obtained from the three samples, expressed according to 11.2.3.2, fulfil 
the requirem ents in 11.2.3.3, the sand shall be validated and the certification body shall issue a certificate of 
conformity (see 11.2.1).  
11.2.2.2  Annual confirmation testing  
11.2.2.2.1  The renewal of the certificate granted to a producer of sand shall result from th e following actions 
of the certification body:  
a) inspection of records of verification testing carried out by the producer of sand in accordance with  
11.2.4 and, provided that the requirements in 5.1.3 and 11.2.5.3 are met;  and 
b) test by the appointed testing laboratory (see 11.1) of a ra ndom sample of sand against the  reference 
sand, applying the method described in 11.2.3, using a CEM I 42 .5N, 42 .5R or 52 .5N cement 
conforming to EAS 18-1, selected under the authority of the certification body.  
11.2.2.2.2  The random sample of sand shall be taken at the point of release under the authority of the  
certification body. The number of bags to be taken shall be calculated in order to provide the sufficient  amount 
of sand required by the method of certification testi ng according to 11.2.3.1 and by the  method of verification 
testing according to 11.2.5.1 for a period of at least one year. For that purpose  the sample shall be divided 
under the authority of the certification body and the sub -sample to be  used for verific ation testing kept by the 
producer of sand.  
11.2.2.2.3  Where the results of the verification testing, a) fulfil the requirements in 5.1.3 and 11.2.5.3 and of,  
those of the certification testing, and b) fulfil the requirements in 11.2.3.3, the sand shall be  validated  and the 
certification body shall issue a renewal of certificate of conformity (see 11.2.1).  
11.2.3  Method of certification testing  
11.2.3.1  Procedure  
11.2.3.1.1  Prepare 20 pairs of batches of mortar using a sample of the selected cement (see 11. 2.2.1 and 
11.2.2.2). Use the sand to be validated for one batch and the reference sand for the other.  
11.2.3.1.2  Prepare the two batches in each pair in a randomized  order, one immediately after the other, in 
accordance with this document.  
11.2.3.1.3  Test the prisms for compressive strength at 28 d ays and record all individual results.  
11.2.3.2  Calculation and expression of results  
11.2.3.2.1  For each pair of batches, calculate and express the compressive strength results in accordance 
with 10.2.1 and repor t them in accordance with 10.2.2, as x for the result obtained with the sand to be 
validated and y for the result obtained with the reference sand.  
11.2.3.2. 2 Calculate the coefficient of variation for each of the two sets of results and check that they me et 
the requirement for short -term repeatability in 10.2.3.1.  
11.2.3.2. 3 If the two sets of results do not fulfill this requirement, discard all results and repeat the whole 
testing procedure.  EAS 148 -1: 201 7 
© EAC 201 7 – All rights reserved  21 
 11.2.3.2. 4 If one set of results does not meet this requirement,  proceed as follows:  
a) calculate the mean value of the 20 results, 
x  or 
y  ; 
b) calculate the standard deviation of the 20 results, s;  
c) calculate the arithmetic difference between each result and the mean value, ignoring the sign; and  
d) where one of these differences is greater than 3s, discard the corresponding result and calculate the 
mean value of the remaining 19 results; where two or more of these differences are greater than 3s, 
discard all results and repeat the whole  testing procedure; where no difference is greater than 3s, 
keep the 20 results.  
11.2.3.2. 5 Calculate the validation criterion, D, using the formula:  

yDyx100
 
where  
D is the validation criterion, in percent;  
x
 is the mean value of the results obtained with the sand to be validated, in megapascal;  and 
y
 is the mean value of the results obtained with the reference sand, in megapascal.  
NOTE  Report D to the nearest 0.1 %, ignoring sig n. 
11.2.3.3 Requirements  
For a sand to be validated in accordance with the initial certification procedure (see 11.2.2.1), each of the 
three values of the validation criterion, D, calculated and expressed in accordance with 11.3.2.2, each one 
corresponding  to one of the three selected cements and one of the three selected sets of the equipment to be 
validated, shall be less than 5.0 %. Where one or more of the calculated values of D is equal to or greater 
than 5.0 %, the alternative compaction equipment sha ll not be validated.  
 EAS 148-1: 201 7 
22 © EAC 201 7 – All rights reserved  
 Annex  A 
(normative)  
 
Alternative vibration compaction equipment and procedures validated as 
equivalent to the reference jolting compaction equipment and procedure  
A.1 General  
The reference jolting apparatus is described in 4.6. Howeve r, Clause 1 allows alternative equipment and 
procedures to be used ".provided that they have been validated in accordance with the appropriate provisions 
in this document".  
For the purposes of validation, a procedure is described in Clause 11 for validatin g alternatives to the 
reference procedure. Validation testing programs have been undertaken on the vibrating tables and 
compaction procedures, identified as A and B in A.2 and A.3. They are, therefore, examples of validated 
alternative compaction equipment . 
In accordance with 11.3.1, each technical description (see A.2.1 and A.3.1) shall be deemed to be a validated 
alternative to 4.6 and each description of the compaction procedure (see A.2.2 and A.3.2) shall be deemed to 
be a validated alternative to 7.2.  
A.2 Vibrating table, A  
A.2.1  Technical description  
Vibrating table A, which may be used as alternative  compaction equipment, comprises:  
a) method of operation : electromagnetic vibrator with a nominally sinusoidal vibration ; 
b) electrical supply :  
(i) voltage: 230/24 0 V; 
(ii) phase : single ; 
(iii) current : maximum 6 .3 A; and  
(iv) frequency : nominal 50 Hz ; 
c) vibrating mass (including empty mould, hopper and clamp but excluding the vibrator):  (35.0 ± 1 .5) 
kg; 
d) operating peak -to-peak vertical amplitude : (0.75 ± 0 .05) mm,  measured at the cen tre separating 
walls and the o uter corners of the empty mould;  
NOTE 1  The vibrating table is designed to produce uniaxial vertical vibrations only. The vertical amplitude of  
vibration is continuously displayed.  
NOTE 2  Acceleration, measured at the centre s eparating walls and the outer corners of the empty mould may  
be an alternative characteristic for describing the operational vibrati on of the table. A value of (26. 0 ± 3 .0) m/s2 
corresponds to the value given in A.2.1 d).  
e) natural frequency of the vibrating  mass  : (53.00 ± 0 .25) Hz ; EAS 148 -1: 201 7 
© EAC 201 7 – All rights reserved  23 
 f) vibrating plate : plate with a ground finish to the working surface; minimum dimensions nominally 400 
mm 300 mm consisting of either:  
(i) a rigid single layer of stainl ess steel, with support ribs; or  
(ii) a rigid double layer of metal ( minimum thickness 20 mm), the top layer, made of stainless steel 
with a minimum thickness of 2 mm, bonded permanently to the bottom layer by means of a 
frictio nal and interlocking connection;  
NOTE  It is recommended that the centre of gravity of the vibrati ng mass (including clamps but excluding the empty 
mould and hopper), is marked on the working surface of the vibrating plate at the intersection of two orthogonal 
vertical axes.  
g) adjustable fixing lugs:  three adjustable fixing lugs which allow the filled  mould to be located on the 
vibrating plate such that its centre of gravity coincides with the centre of gravity of the vibrating mass, as 
marked on the working surface of the vibrating plate;  
h) clamp for moulds : fixing attachment suitable for moulds 40 m m 40 mm 160 mm, including the 
mounted hopper;  
i) mass of vibrating table : greater than 100 kg;  
NOTE  In the case where the vibrating table is built into laboratory furniture, it is recommended that the 
electromagnetic vibrator is permanently fixed to a ma ss of concrete, of at least 200 kg, standing on vibration isolating 
material, in order to minimize  transference of vibration to other equipment.  
j) anti-vibration mounts : rubber springs located between the vibrating plate and the frame, with:  
(i) shore hardnes s: 45 ; 
(ii) spring rate: 145 MPa ; and  
(iii) dimensions , diameter: 50 mm height: 45 mm;  
k) levelling of vibrating table : with the aid of the adjusting screws (see Figure A.1) attached to the lower 
surface, set up the vibrating table so that the working surface of the vibrating plate does not deviate from 
the horizontal by more than 1 mm/m; and  
l) automatic timer : timer, capable of being set at 120 s and of timing operations to an accuracy of ± 1 s.  
A.2.2  Compaction procedure using vibrating table, A  
A.2.2.1  Cast the sp ecimens immediately after the preparation of the mortar.  
A.2.2.2  Mount the mould with hopper firmly in the centre on the vibrating table. Set the automatic timer to 
switch off after a total of (120 ± 1) s. Switch on the vibrator. Fill the compartments of t he mould with two layers 
of mortar within a maximum of 45 s, proceeding as in A.2.2.3 to A.2.2.6 . 
A.2.2.3  Working from one end to the other, introduce the first layer of mortar, using a suitable scoop, into 
the compartments of the mould within 15 s so that  the compartments are approximately half -full. 
A.2.2. 4 After an interval of 15 s, introduce the second layer of mortar into the mould within a further 15 s, 
again working from one end to the other, in the same direction as the first layer was introduced. U se the total 
amount of mortar.  
A.2.2. 5 When the vibrator has switched off after a total of (120 ± 1) s, lift the mould gently from the 
vibrating table and remove the hopper.  
A.2.2. 6 Follow the procedures for striking off, wiping and labelling of moulds des cribed in 7.2.  EAS 148-1: 201 7 
24 © EAC 201 7 – All rights reserved  
  
 
Key 
1 Hopper  
2 Mould  
3 Clamp  
4 Vibration plate  
5 Control panel with display of amplitude, amplitude setting, timer and main switch  
6 Adjusting screws  
Figure A.1 — Schematic of typical vibrating table, type A  
A.3 Vibrating table, B  
A.3.1  Technical description  
Vibrating table B, which may be used as alternative  compaction equipment, comprises:  
a) method of operation: electromagnetic vibrator with a  nominally sinusoidal vibration;  
b) electrical supply:  
(i) voltage : 230/240 V ; EAS 148 -1: 201 7 
© EAC 201 7 – All rights reserved  25 
 (ii) phase : single ; 
(iii) current : approximately 6.3 A ; 
(iv) frequency : nominal 50 Hz ; 
c) vibrating mass (including empty mould and hopper but excluding the vibrator): (43.0 ± 2.0) kg ; 
d) operating vertical acceleration: (4.50 ± 0.25) g rms, measured at the base of the mould at the centr e 
of the middle compartment;  
NOTE  The maximum acceleration in any horizontal direction is 0.5 g rms.  
e) natural frequency of the vibrating mass: (55.50 ± 0.25) Hz ; 
f) vibrating plate: plate, with a ground finish to the working surface; minimum dimensions n ominally 630 
mm 250 mm consisting of:  
(i) a rigid single layer of mild steel of finished thickness (13 ± 2) mm; and  
(ii) support ribs and drive plate;  
g) clamp for moulds: swing clamps suitable for moulds 40 mm 40 mm 160 m m, including the 
mounted hopper;  
h) levelling of vibra ting table: the vibrating table is permanently fixed to the floor and levelled so that the 
working surface of the vibrating plate does not deviate from the  horizontal by more than 1 mm/m; and  
i) automatic timer: timer capable of being set at 120 s and of t iming operations to an accuracy of ± 1 s.  
A.3.2  Compaction procedure using vibrating table, B  
A.3.2.1  Set the vibrating table top horizontal and clean it. Prepare and assemble the mould in accordance 
with 4.5. Ensure that the lower surface of the mould bas e plate is flat and clean. Clamp the mould and filling 
hopper firmly to the vibrating table and set the acceleration of the vibrating table to be (4 .50 ± 0 .25) g rms.  
A.3.2. 2 Mould the specimens immediately after the preparation of the mortar. When using t he automatic 
timer, set it to switch off after a total of (120 ± 1) s. Switch on the vibrator. Fill the compartments of the mould 
with mortar immediately, completing the operatio n within at most 45 s as in A.3.2.3 . 
A.3.2. 3 Fill the compartments of the moul d, using a suitable scoop, within 15 s, up to about half the depth. 
Without switching the vibrator off, and after a pause of 15 s, add the second layer within the next 15 s, in the 
same sequence. The mould should be just slightly overfilled. After a total period of (120 ± 1) s, allow the 
vibrator to switch off automatically, or switch it off manually.  
A.3.2. 4 Lift the mould gently from the vibrating table and remove the hopper.  
A.3.2. 5 Follow the procedures for striking -off, wiping and labelling of moulds described in 7.2.  EAS 148-1: 201 7 
26 © EAC 201 7 – All rights reserved  
 
 
Key 
1 Hopper  
2 Mould  
3 Swing bolt clamp  
4 Vibrating plate  
5 Electromagnetic vibrator  
6 Anti-vibration mounts  
7 Control panel  
Figure A.2 — Schematic of typical vibrating table, type B  EAS 148 -1: 201 7 
© EAC 201 7 – All rights reserved  27 
 Bibliography  
EN 196 -1: 2005, Cement – Methods testing  cement – Part 1: Determination of strength  
 
 EAS 148 -1: 201 7   
 
© EAC 201 7 – All rights reserved