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3.2 Unbound Mineral Surfaces
3.2.1 DESCRIPTION
Unbound mineral surfaces are water permeable, multi-layer, waterbonded
surfaces made of mixtures of minerals.
Figures 3.2.1a to 3.2.1d show different examples of construction in relation to thequality of the subgrade (waterpermeable or non permeable) and of the availability of
construction material for the intermediate layers.
3.2.1.1 Important Factors
For an unbound mineral track the essence of a well-keyed and stable constructionis the progressive grading and layering of materials, from very coarse at the base tofine on top. Particle shape, which should be angular rather than rounded, helps toensure a good mechanical bond throughout. The nearer to the surface, the more
careful should be the grading.
The majority of unbound mineral athletics tracks are made up of two to threelayers:a) Foundation layer without or with drainageb) Middle layer(s) of progressively finer material to blind the bottom layer and act
as a key to the surfacec) Running surface relying on moisture holding capacity and particle shape andgrading for stability
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Figure 3.2.1a
Method of construction
Example 1:
Non-permeable
subgrade difficult to work
1 Unbound mineral layer
2 dynamic layer
3 support layer
4 filter layer
5 subgrade
6 drainage

Figure 3.2.1b
Method of construction
Example 2:
Non-permeable subgrade;lava available asconstruction material
1 Unbound mineral layer
2 dynamic layer
3 support layer
4 subgrade
5 drainage

Figure 3.2.1c
Method of construction
Example 3:Less water-permeable,
load-bearing subgrade;lava available asconstruction material
1 Unbound mineral layer
2 dynamic support layer
3 subgrade
4 drain slit

Figure 3.2.1d
Method of construction
Example 4:
Water-permeable,
load-bearing subgrade
1 Unbound mineral layer
2 dynamic support layer
3 subgrade

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Although (a) and (b) have much to do with the “feel” of the track, the question ofwhether a unbound mineral track appears fast or heavy to athletes depends to alarge extent on the nature of the actual running surface, e.g. tightness and watercontent.
It is possible that at some future date the need may arise for an unbound mineral
track to be converted to one with a synthetic surface. It is important that it should
be so constructed that the conversion can be carried out with the minimum ofstructural alteration.
To prevent water reaching the track from surrounding areas, it is desirable,
wherever possible, for the track to be laid so that no part of its surface is less than
50mm above the finished level of the surrounding ground.
To lay the intermediate and surface layers of the track and maintain the latter
properly a copious supply of water is essential. An irrigation system with anadequate water supply is important.
It may be necessary to treat the formation with a total weed killer in accordancewith the manufacturers instructions. On ground infested with tap-rooted weeds
such as thistle, dandelion and dock, it is imperative that complete elimination
should be effected before the foundation is laid.
3.2.1.2 Foundation or Drainage Layer
The material for the foundation of the track and runways should be clean, hard, drymaterial such as clinker or broken stone, to pass 75mm mesh and be retained on
19mm mesh screens, in even proportions. It should be accurately laid to a uniform
depth on a dry and firm formation and firmly consolidated by rolling. The weight of
the roller should be just sufficient to wedge the material firmly into place. Too
heavy a roller may tend to force the subsoil, particularly if this is clay, up into thefilling and so prevent efficient drainage. Also, if the base is too solid it cannot be
resilient.
The required depth for the foundation will depend upon the nature of the subsoil
and the likelihood of later conversion to a synthetic surface. The minimum
recommended depth for an unbound mineral track foundation is 150mm on welldrained subsoil. On clay soils, or where conversion to synthetic is a probability, adepth of at least 300mm is generally necessary (See 3.4).
Where the formation is on soft clay, it might be desirable to excavate a further 50
or 75mm and put down a blinding layer of graded stone or clinker ash 19mm gauge
to fine, in order to dry up and firm the clay before laying the foundation.
Alternatively, a proprietary filter membrane may be used.
3.2.1.3 Intermediate Layers
The purpose of the intermediate layer(s) is to bind the drainage base course and act
as a key to the running surface. It should be sufficiently porous to enable water toflow through it during periods of heavy rainfall. Sharp changes in the grading of
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materials, particularly in the upper layers, should be avoided as they tend to
weaken the mechanical bond between particles and make the surface unstable.
Two or more carefully graded intermediate layers are advantageous from the pointof view of improved drainage, stability and resilience. To have only one intermediate
layer keeps costs down to a minimum, but cannot provide an optimum
construction. If only one layer, this should be of crushed stone, or clinker and ash,graded 19mm to 3mm spread to a consolidated depth of 25mm minimum and well
watered and rolled.
The intermediate or blinding layer(s) should be accurately laid either by machine orwith the aid of screed strips and straight-edge. Consolidation should be by wateringand rolling, a 250kg roller (round edged) across a rolling width of between
600/700mm or its equivalent being sufficient. Except for the first pass, rolling must
not take place on a dry surface and must be carried out in transverse directions to
avoid waving or rippling. Any hollows apparent after rolling should be scarified andmade good with the same material and watered and rolled until a true surface isobtained.
Where there is more than one intermediate layer, the previous layer should belightly scarified when dry and then dampened, before placing the next layer, so that,when the final rolling takes place, pressure is exerted throughout the entire depthof the structure and a good mechanical bond achieved from the base upwards.
3.2.1.4 Surfacing
The material for the actual running surface should be graded 4.5 or 3mm to fine laid
to a consolidated depth of 50mm. Apart from the essential granular texture of thesurface, cohesive material should be included, not only to ensure the stability
necessary to give the runner a good firm grip with the minimum of surface
displacement but also to facilitate maintenance. Care should be taken not to include
too great a proportion of cohesive material as this tends to impede surface drainage
and makes for heavy going in wet weather. Lack of sufficient binder, on the other
hand, is likely to necessitate constant watering in dry weather to prevent rapid
disintegration when in use, and wasteful dispersal of the surface material in theform of windblown dust. To obtain the right balance, a careful selection of material
is necessary.
Although an approximate ratio for the mixing of materials can be suggested as a
guide, it is not advisable to attempt to lay down specific proportions as a standard
for all tracks. Not only do climatic conditions vary considerably in different
countries, but the properties of the materials available differ greatly according to
the source of supply. The use of a proprietary surface should therefore beconsidered.
The granular materials commonly used in the composition of the running surface
include crushed granite or limestone and occasionally hard clinker ash (whenavailable). Other material such as blaes and shale from colliery tips can also beused, provided the particles are sufficiently hard and well shaped. Particles inlaminated form are not suitable. A well-balanced mixture should not only bind well,hold moisture and retain resilience, but never get sticky in any weather. It is
important that all cohesive substances used should be thoroughly mixed with the
granular materials.
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Mixtures found to give satisfactory results are:a) 50-75% of a good binding ash, mixed with 25-50% hard fine ash, crushedlimestone or suitable crushed rockb) Hard fine ash and crushed granite or limestone (ratio approx. 50:50) and binderc) Crushed granite or limestone and binderd) Hard fine ash and bindere) Burnt red shale (blaes) and binderf)
An appropriate proprietary material
When considering the choice of surface, the availability of local materials should beconsidered. For colouring effect brick dust may be applied to the surface. The
surface should be laid as described earlier for the intermediate layer(s). It is
important that immediately prior to laying the surface, the previous section is lightly
scarified when dry and then damped to provide a good key. Special care must be
taken to ensure that the surface is evenly laid to a uniform depth when compaction
is complete. The final consolidation of the track should be carried out with a heavier
roller of about 600kg across a rolling width of 900mm. Constant rolling with this,accompanied by copious watering for at least a week, should help to firm the track
ready for handing over. It does, however, take some time of use and maintenanceto create the right surface. On no account should rolling be carried out on a dry
surface.
3.2.1.5 Runways
The construction of the edging, foundation and surfacing for the runways should be
similar to that of the track except that the surface material on take-off areas should
be given special treatment in order to counter the excessive wear and tear fromspikes and help to keep the surface firm during use. This may be done byincreasing the depth of the surface layer (and the formation) by about 25mm andincreasing the proportion of cohesive material in the mixture by doubling thequantity of clay or marl. The treatment should apply to the last 3m before the takeoff for the long jump, triple/jump, pole vault, the last 6m before the javelin scratchline and the final 3m of the high jump fan.
On clay soils, underdrainage with outfall to the perimeter drainage system may benecessary to prevent flooding.
The edging to the pole vault runway should be flush with the runway surface forthe final 6m and for the javelin 3m.
3.2.1.6 Steeplechase
The running surface and foundation immediately before and after the water jumpshould be on the same level and to the same specification as the track foundationand surface. If the water jump is situated on the inside of the track, the edging
where the steeplechase track leaves and rejoins the main track must be removable.
As for the runways to the jumps, the special surface treatment described in theprevious section should be given to the final 3m of the approach to the water jump
to ensure a firm surface during use.
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3.2.1.7 Supervision
It is emphasised that a good specification does not necessarily result in a good job
unless the work is efficiently supervised. Whether carried out by contract or direct
labour, the work should be planned and directed by somebody with specialised
knowledge of track construction. In the case of contract work, the employer’s
engineer, surveyor, architect or landscape architect should exercise close
supervision to ensure that all the operations are carefully carried out in accordancewith the specification. Each stage of the work should be aproved by him before thenextstage is allowed to proceed.
The person in charge should be capable of correctly interpreting the specificationand it is essential that they should have had previous experience of track
construction. Faulty workmanship or materials, or wrong methods, cannot berectified after the track has been made except at considerable expense. There is no
doubt that extra trouble taken at the time of construction can do much to avoid
maintenance difficulties later on and to keep down the annual cost of upkeep.
3.2.2 PERFORMANCE REQUIREMENTS
3.2.2.1 Introduction
These guidelines for the requirements for sport surfaces with unbound mineralsurfaces are intended to provide a uniform interpretation of the concepts, thecreation of clearly defined requirements and the preconditions for their testing. The
criteria are based on the one hand on national standards, and on the other, oninternationally recognised values established by experience. They arerecommendations for planning and construction but are also the framework fornational standards.
These requirements are based on aspects relating to safety, playing performanceand to the technical characteristics of the material. The intention of the safety
performance is to offer optimum prevention of injury and consequential damage.
The playing performance is aimed at providing the best possible application of thedifferent techniques of each individual sport, distinguishing between championshipand casual sport.
These guidelines describe the current state of the art in order to ensure that further
development of sports surfaces is not inhibited. Deviations are possible in thecourse of time and may even be necessary. In such cases it is necessary to checkthat the intended deviations do in fact represent improvements in the safety andplaying performance and in the technical characteristics of the material.
Keeping to the guidelines alone is no guarantee for the success of the design anddoes not exclude the liability of the planner and installer. The construction ofa durably flawless sports surface requires sufficient experience and continuous
quality control during manufacture.
For the planning and construction, local conditions (climate, substratum, available
materials) must be taken into account as well as the special requirements of the
sports facility.
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3.2.2.2 Properties Pertaining to Protection and Sport Functionsa) Protection and sport functions
Safety aspects are understood to be the properties of a sports surface which
reduce the danger of injury from a fall and which relieve the strain on thebiomechanism of the athlete when running or jumping. Sports aspects are theproperties of the sports surface which contribute to the best possible application of
the techniques of the different sports by the most economic utilisation of theenergy expended by the athlete.
b) Resilience
Resilience is the deformation of a sports surface under load. The degree of
deformation depends on the particle shape, the particle size distribution and thewater content of the surface. The resilience is achieved when the sports surface
complies with the requirements for these various parameters.
c) Slope formation, flatness and nominal height requirement
Slope: For athletics tracks and runways, the slopes should be in accordance withthe competition regulations.
Flatness: Deviation under a 4m straightedge may not exceed 10mm.
Nominal height: Deviation may not exceed 5mm.
Note: The individual layers of the sports surface above the subsoil must be
produced with the same slope.
3.2.2.3 Material Propertiesa) Particle size distribution
On running tracks the grading curve of the surface material shall be between thelimiting grading curves according to figure 3.2.2.3. If it is outside these, thefollowing percentages shall not be exceeded:
Particle fraction = 3.15mm and larger, maximum 5% by weight
Particle fraction = 0.02mm and smaller, maximum 16% by weightb) Water permeability
The surface material shall have a minimum water permeability of 0.06 mm/min for
0 - 3mm particle mixture.
c) Wear
The surface material shall be highly resistant to wear. When determining the wear
resistance, using the method of test described in 3.2.3.3.3 (Method of Test for
Abrasion), the area beneath the limiting particle curve shall be at least 70% of theinitial value.
d) Weathering resistance
The surface material shall be highly resistant to weathering. When determining
resistance to weathering, using the method of test described in 3.2.3.3.4 (Methodof Test for Resistance to Frost), the area beneath the limiting particle curve shall be
at least 95% of the initial value.
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Figure 3.2.2.3 - Particle distribution limits for unbound mineral surface materials
1 Limiting particle curvese) Surface shear resistance
Surface shear resistance is the resistance of the surface to the shear stress fromits use in sport. The surface shear resistance shall reach a minimum value of
50kN/m2.
f)
Contents of pollutants
The content of pollutants shall not exceed the values stipulated in national
regulations.
3.2.2.4 Generala) Tendering, placing of order, execution and acceptance
The following points are recommended as preventive measures by the customer toavoid incurring damage to the sports surface.
Preliminary examination of the construction ground
Observing the rules for tendering, placing of order, execution and acceptance
Checking the qualifications of the supplier before placing the order
Tendering for the sports surface including substrate and foundation as a
package
Placing of order in general for surface, substrate and foundation with a single
installer
Storage of retained samples in a suitable location
Retention of the test certificates of the supplier as well as the tender andorder documentsb) Utilisation
For the retention of the optimum water content it is generally necessary to provide
irrigation systems depending on the precipitation conditions at the respective
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location. “Pop-up” installations are recommended. The water should contain as
few insoluble mineral components (e.g. iron) as possible.
c) Marking
The markings must be made in accordance with the regulations of the IAAF.
The marking materials to be used may be in powder form, dissolved colours or
plastic profiles. The marking agents shall not have an etching effect and they shallnot alter the sports function of the surface.
d) Inspection and maintenanceRegular inspection and maintenance of surfaces is necessary to maintain theirproperties. As a rule the following maintenance work is necessary:
Levelling the surface with a levelling frame or screen after every intensive use
to re-establish the flatness (Before this operation the worn surface areas mustbe filled in with moist material by hand and compacted.)
Irrigation if the surface is too dry (Care must be taken to prevent material
being washed away. During prolonged dry periods a soaking irrigation of 20
litres/m2 is necessary over a period of 10 to 18 hours.)
Maintaining the compactness of the surface by occasional rolling (Onoverused surfaces after the levelling operation or after the effect of frost.)
Maintaining the grain composition by mixing the surface with a spiked harrowor other revolving implement while protecting the dynamic layer
Removing hollows or bumps in the surface
Depending on the frequency of use, surfaces have to be skimmed, levelled androlled. Overused areas must be corrected by the addition of material. With regard
to water permeability a constant check must be made on changes in the proportionof fine particles as a result of wear and the effect of the climate.

3.2.3 TESTING
3.2.3.1 Support Layer
3.2.3.1.1 Method of Test for Water Permeabilitya) Apparatus (Fig 3.2.3.1.1a)
Test cylinder with a diameter of 150mm with slip-on ring, bottom plate andsteel plate
Counterfloor (Fig 3.2.3.1.1b)
Sintered bronze filter plate, SIKA B 200, 200 mm in diameter and with athickness of 4mm
Compression device with a drop weight of 4.5 kg and a drop height of
450mm.
Stop watch
Metal ring approx. 40mm in diameter to which two test prods are fastened
perpendicular to its level (Length of the test prods above the test surface shallbe 55mm and 45mm.)
Weighing scales with an error margin of ±1.0g
Vessel with a diameter of ±400mm and a height of ±150
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Figure 3.2.3.1.1a
Method of test
for water
permeability(Measurements
in mm)
1 External waterlevel
2 position C
3 position B
4 position A
5 test prods
6 internal waterlevel
7 vessel
8 test cylinder
9 test piece atheight h
10filter plate
11support for
the filter plate

Figure 3.2.3.1.1b
Method of test
for water
permeability,
counterfloor forswaying the test
1 Counterfloor
2 cylinder for
proctor test
3 bottom plateb) Test Procedure
Prior to testing remove all granules with a diameter of d>22mm from the sample
and ascertain proctor values from the granule mixture 0/22 mm in the form ofreference values.
Prepare the test piece as instructed under Section 3.2.3.3.1 b. Place test piece witha water content of w=0.7 WPr into the test cylinder and compress to Q=0.95
Qr±0.02g/cm3. To do this, place the steel plate, on which the impacts of thecompressor are evenly distributed, onto the surface of the uncompressed test
piece. Select the quantity required so that after compression the height of the layer
amounts to 60 mm. Calculate the quantity required for this on the basis of thefollowing formula:
WPr
Gn = 0.95 QPr ( 1 + 0.7 ——— )x h x A
100
where:

Gn
QPr
WPr
A
h

= weight of the wet sample in g
= Proctor density in g/cm3= optimum water content in %= area of compressed sample in cm2= height of compressed test piece measured in cm
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After compression, place the counterfloor on top, turn the test cylinder, remove thefloor plate and replace with the filter plate. Turn the test cylinder again and place
into the vessel. Fill the vessel with water until a level of 20mm above the surface ofthe compressed test piece is attained outside the test cylinder (external waterlevel, water level position B). When a water level has formed on the test piecesurface, place the ring with the test prods onto this, taking care to avoid any
scouring, fill the test cylinder with water until the test prods are covered with water(internal water level, water level position C). After this, drain the water from thevessel until the external water level has sunk to a height of 10mm above the filter
plate (water level position A) at which it is held constantly. The internal water levelmust be kept at the height of the top test prod until the measurement is taken.
Measure in seconds the time it takes for the internal water level to drop from the
top to the lower test prod. For each test three readings are required.
c) Results
The water permeability is expressed in terms of k*. It is calculated by the following
formula:∆hhk* = —— x —————th + 4.0
where:
k*
=
∆h
=
t
h

=

water absorption factor in cm/s
difference in water levels between the test prods
measured in cms=
time it takes for the water level to drop between
the test prods measured in seconds
height of compressed test piece measured in cm

Note the mean value of three tests.
3.2.3.2 Dynamic Layer
3.2.3.2.1 Method of Test for Water Permeability
The test shall be carried out as instructed under Section 3.2.3.1. Select the quantity
required so that after compression the height of the layer amounts to 60mm.
3.2.3.2.2 Method of Test for Shearing Resistancea) Apparatus (Fig 3.2.3.2.2a to 3.2.3.2.2c)
Shearing resistance device, consisting of:Torque spanner or shear force transducer with indicator (calibrated)(A suitable motor operated apparatus for measuring the moment of torsion
may also be used.)
Yoke
Holding device
121mm diameter shear plate, weighing 1.5 kg with 8 spikes of 18mm inlength (Fig 3.2.3.2.2b )250mm diameter test cylinder with bottom plate and steel plate
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Compression device with a drop weight of 15 kg and a drop height of 600 mm.
Built-in gauge (Fig 3.2.3.2.2c)
Indenter approx. 100 mm in diameter
Wooden ram approx. 250 g in weight
Weighing scales with an error margin of ±1.0 g
Figure 3.2.3.2.2a - Method oftest for shearing resistance(Test appliance)
1 Torque spanner
2 yoke3 holding device
4 opening, 0.3mm to 0.5mm
5 shaft possibly with
instrument for measuring
torsion
6 joint with torsion-proof
connection
7 shearing plate after pressingin
8 test piece
9 test cylinder

Figure 3.2.3.2.2b Measurements for the shear
plate(Measurements in mm)

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Figure 3.2.3.2.2c - Built-in gauge for the surface shearing device(Measurements in mm)
1 Tube (copper - zinc -plating)2 depth of penetration of the shearing plate
3 guide bolts, 3 pcs. displaced by 120°
4 surface of the built-in gauge for hammeringand pressing
5 top part of built-in gauge

6 shearing plate prior to pressing in
7 lower part of built-in gauge
8 test piece surface
9 inserted test piece
10 test cylinderb) Procedure
Moisten the test piece until it has a water content of W = 0.7.WPr and compress inthe test cylinder to Qd = QPr. To do this place the test piece in one position,
distribute uniformly and evenly and gently press down with an indenter. Then place
the steel plate, on which the impacts of the compression device are evenly
distributed, onto the surface of the uncompressed test piece. Select the quantity
so that after compression the height of the layer is 60mm. Calculate the quantity
required for this by using the following formula:
WPr
Gn = QPr (1 + 0.7 ——— ) x h x A
100
where:
Gn= moisture content of the test piece in g
QPr
= Proctor thickness in g/cm3
WPr= optimum water content in %h= height of compressed test piece in cmA= area of compressed test piece in cm2
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After compression, turn the steel plate and lift off. Remove any granules which
may be lying loose on the test piece. Then insert the lower part of the built-in
gauge and the shear plate attached to its recess. Finally, place the upper part of thebuilt-in gauge on top. Apply manual pressure to the upper part causing the spikes topenetrate the test piece. By hammering gently in addition with the wooden ram,
the upper part, and hence the shear plate, are driven down until the guide bolts of
the lower part are flush with the copper tubes of the upper part.
Remove the built-in gauge and mount the holding device with yoke and measuringapparatus and connect to the shear plate (Fig. 3.2.3.2.2b).
The shear plate may not be subjected to any additional vertical load. Therefore,prior to shearing off, a vertical means of escape of 0.3 mm to 0.5 mm must be
available for the shear plate. Rotate the shear plate with the torque spanner evenly
so that after one second the moment of torsion corresponds to a shearing tensionof Ts = 50 kN/m2. Maintain this load constantly for 2 s and then increase steadily up
until breaking point. Record the maximum moment of torsion.
A minimum of three tests must be conducted. The test piece may not be used
repeatedly. Record the mean reading of three tests.
c) Results
Calculate the shearing resistance of the surface using the following formula:
Mmax
Ts = ——————————DD2
π — (H + — )2
8where:

Ts=
Mmax =
D
H==

shearing resistance in kNm2.
maximum moment of torsion in kNm2, whereby
the bearing friction must be deducted from thereading
diameter of the shear plate in mm
length of the spikes in mm

3.2.3.2.3 Method of Test for Abrasiona) Apparatus
Abrader 150 mm diameter test cylinder with slip-on ring, base plate and steel plate
Compression device with a drop weight of 4.5.kg and a drop height of 450 mm
Apparatus for dry sieving Weighing scales with an error margin of ±1.0 gb)
Test Procedure
In all, 16kg of test material is required for the test. Add sufficient water until thewater content for the whole material reaches 0.7WPr. Then divide the test material
into two parts weighing approx. 6 kg each for the abrasion tests and one part ofapprox. 4kg. in weight to determine the base granulation line.
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Fill the test cylinder with one part in three layers of uniform thickness. Select aheight for the layers so that the test cylinder is filled by the compressed material
and any projection of not more than 10mm extends into the slip-on ring. Compress
each layer with 22 impacts from the compressor.
To do this, place the steel plate, onto which the impacts of the compression device
are evenly distributed, onto the surface of the uncompressed test piece.
After compression, remove the vessel and mix the extracted material well with theremaining test piece. Conduct this procedure five times in all.
Finally, wash the test piece over the 0.125 mm sieve, dry and mechanically sieve
for a duration 10 minutes to establish the grain size distribution.
The test must be conducted on at least one further test piece of 6 kg in weight,
Also wash the uncompressed material over a 0.125 mm sieve, dry and sieve todetermine the base granulation line (mechanical sieving for duration of 10min).
c) Results
The tests will produce 1 grain size distribution in its initial state and 2 grain size
distributions after compression. Calculate the differences between the proportionsof the base granulation line and those after the test load. This will also produce thegrain sizes for which the greatest differences have been established. Record themean of three differences to establish the resistance to abrasion. This will be foundamong the grain sizes with the largest difference in proportions and among theneighbouring grain sizes.
3.2.3.3 Unbound Mineral Surface
3.2.3.3.1 Method of Test for Water
Permeabilitya) Apparatus
Compression device (Fig 3.2.3.3.1), consisting of:Frame with dial gauge holder
Supports
Compression apparatus with a drop weight of
2.5 kg and a drop height of 300mm, the baseof which is spread to a diameter of 70mm
Dial gauge, graduated to scale 0.01mm
Acrylic glass cylinder with an internal
diameter of approximately 70mm and aheight of ±100mm; which may be used ateach end for a maximum of 10 times.
Sintered bronze filter plate, SIKA B 200,
100mm in diameter and 4mm thickFigure 3.2.3.3.1
Method of test for water permeability
1 Dial indicator
2 ram frame
3 drop weight4 acrylic glass cylinder
5 test piece
6 support
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Stop Watch
Metal ring of approx. 40mm diameter, on which two test prods are attachedperpendicular to its plane; length of the test prods above the surface of the test
piece 55mm and 45mm
Weighing scales with an error margin of ±0.1g
Vessel of ±200mm diameter and ±110mm height
Pippette with a nominal volume approx. 25cm3
Air tight container with 5000cm3 content
Spray bottle
Stirring apparatus with 100 to 250 revolutions/min; stirring tools must ensure aminimum possible fragmentation of grains.
Rubber roller, Shore-A-Hardness 60 to 80.
Apparatus for determining the content of waterb) Preparation of Test Pieceb.1) Types of Test Pieces
A distinction must be made in the test between the following types of test pieces:a) building materials in unprocessed state, not previously subjected tocompressionb) building materials already installed in tamped surfaces and subjected tocompression.
In the event of case a), dry preparation as instructed below in b.2) will only berequired, whereas for case b), a structural preparation as described below in b.3)
will be needed.
b.2) Dry Preparation
Dry the approx. 4000 g test piece which will be used to determine the water
permeability at a temperature of 70°C until a constant weight is attained and thenmoisten to 0.7 WPr. To do this, place the test piece into a stirring apparatus, thecontainer of which shall be moistened beforehand with a sponge, and mix with
the quantity of water required. The quantity of water required is applied using aspray bottle, whereby the quantity of water may not exceed 60 g/min. After
moistening, remove the test piece from the apparatus and from this sever a part ofthe sample in order to record the water content. Pack the main test piece air-tightand store for a minimum of 16 hours; record the water content of the severed
sample.
Store the main test piece for a further 16 hours. As soon as the actual watercontent reaches a level which is distinguishable from the target value by no morethan W=0.5%, the main test piece can be used for producing the test sample. The
quantity of material required for this Gn is calculated on the basis of the precise
dimensions of the apparatus and the fixed data.
Dimensions of the acrylic glass cylinder:D= Diameter in cmh= Height of compressed test piece = 40mm
We
= Test water content 0.7 WPr +/- 0.5%
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Fixed data:= Proctor thicknesses in g/cm3= Optimum water content in %We
D2
Gn = QPr (1+ ——— ) · h ——— · π in g
100
4
Remove three test samples Gn from the main test piece according to weight andplace in air-tight containers ready to be manufactured into test samples. Clamp theacrylic glass cylinder into a frame (Fig. 3.2.3.3.1). Before filling with the test
substance, moisten all surfaces which will come into contact with this with a damp
sponge.
b.3) Structural Preparation
Divide the samples into the grain groups > 0.5mm and < 0.5mm by washing in asieve with a mesh width of 0.5mm. The siftings ( < 0.5mm ) are concentrated byfilters, dried at 60°C to 70°C and finally crushed so finely that they can pass throughthe 0.63mm sieve. A rubber roller serves this purpose well.
The grain group >0.5mm is also dried at 60°C to 70°C after which it is mixed withthe dried and crushed grain group < 0.5.mm and moistened evenly to a watercontent of W = 0.7 WPr. The water must be applied by spraying. After the water
has been added, store the test piece air-tight for a minimum period of 16 hours until
it is ready for use for the water permeability test.
For material prepared in this way, the grain size distribution is determined by meansof wet sieving. The content of fine parts < 0.063mm may not deviate by more than
2% from the corresponding value for the untreated material.
c)
Manufacture of Test Specimen
Divide the sample for a test piece into four approximately equal parts and fill one
after the other evenly into the sample mould, level out and press down using awooden stamper. Before placing the compression device, make sure that the
thickness of the test piece is homogenous; its surface shall be horizontal and even.
For the compression, place the filled test mould onto a base with at least 50 kg ofmass. Prior to compression determine the original height of the uncompressed test
piece; afterwards, compress the test piece until the required end height has beenacquired (40 ±0.05) mm.
d) Method of Test
Once the test piece has been compressed, remove the acrylic glass cylinder fromthe compression device and place onto the filter plate which has been saturated
with deaerated water and place into the vessel described previously (Fig 3.2.3.3.1).
This is then filled within a period of 8 to 10min. with deaerated water so that theexternal water level lies 20mm above the surface of the test piece (water level
position B). The test piece must remain in this condition for a minimum period of 16
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hours. Place the ring with the test prods onto the surface of the test piece and fill
the acrylic glass cylinder with deaerated water until the test prods are sufficiently
covered (water level position C). Keep the water level at this height until
measurement. A method of test using suspended prods is permissible.
Lower the external water level (water level position B) to a height of 10mm above
the filter plater (water level positon A) and keep constant. Then record the time infull it takes for the internal water level to drop from the top to the lower test prod.
The water must have a temperature of (20 ±2)°C.
Take this reading at least three times per test and record the mean value. At least
three tests are required.
e) Results
The water permeability is expressed in terms of the water absorption k*. It is
calculated by the following formula:∆hhk* = —— . —————th + 4.0
where: k* = water absorption factor in cm/s
∆h = difference in water levels between the test prods measured in
cms
t = time it takes for the water level to drop between the test prods
measured in seconds
h = height of compressed test piece measured in cm
3.2.3.3.2 Method of Test for Shearing Resistance of the Surface
See 3.2.3.2.2.
3.2.3.3.3 Method of Test for Abrasiona) Apparatus
Abrasion device, consisting of:Abrasion testing machine with horizontal-eccentric rotation on 4 rubber metal
connections of types A, B or C, 40mm in diameter, 30mm in height, Shore-Ahardness 55, suspended and attached to a rigid concrete abutment, 15mm
eccentricity, 300 revolutions/min
Steel plate with a diameter of 148mm and 16mm thick, with rounded edges
r =1mm, made of hardened steel.
Cylindrical shell of hardened steel (Fig 3.2.3.3.3)
5 test sieves with a mesh width of 0.09mm, 0.125mm, 0.25mm, 0.71mm and
2.0mm Weighing scales with an error margin of ±0.1gb) Test Procedure
First wash the building material in the 0.09mm sieve. Dry the sieve retainings,
divide by means of mechanical sieving ( duration of 10min) into individual graingroups and then compose into test specimens in compliance with the Table
3.2.3.3.3:
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Figure 3.2.3.3.3 - Cylindrical shell of abrading device (Measurements in mm)
1 Even surface, 2 sloped surface

COLUMN

1

2

1

Grain Group (mm)Weight (g)20.09/0.125

20

30.125/0.25

65

40.25/0.71

160

50.71/2.0

255

Line

Table 3.2.3.3.3 - Composition of Test Specimens

Heat the dry test piece immediately before the test to a temperature of 105°C for aminimum of 2 hours. Place in hot condition into the shell and spread out evenly.
Place the steel plate onto the test piece and agitate in the abrading machine with
2400 revolutions for 8 minutes.
After the abrasion test, determine the grain size distribution again (duration ofsieving 10 minutes).
At least three tests shall be conducted using new test pieces each time.
c)Results
The size reduction of the grains is described by the ratio of the distribution ofretainings before and after the abrasion test. The distribution of retainings is equal
to the area which is enclosed on the semi-logarithmic granulation line diagram, by
the perpendicular through d = 0.09mm and the granulation line.
3.2.3.3.4 Method of Test for Resistance to Frosta) Apparatus
5 test sieves with mesh widths of 0.09mm, 0.125mm, 0.25mm, 0.71mm, 2.0mm.
Weighing scales with an error margin of ±0.1g.
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3 plastic bags
Air-conditioning cupboard
Dry cupboardb) Procedure
First wash the building material in the 0.09mm sieve. Dry the sieve retainings,
divide into individual grain groups by sieving and then compose into test specimens
in compliance with the Table in 3.2.3.3.3 above.
3of distilled water, pack air-tightPlace the dry test piece into a can, fill with 300cm
into a plastic bag and place into the air-conditioning cupboard. Lower thetemperature in the air-conditioning cupboard step by step until the sample hasreached a temperature of -20°C. The cooling phase lasts around 18 hours in all.
Finally allow the can to thaw at a temperature of +70°C for 6 hours.

This freezing-thawing process must be carried out overall 25 times.
After the freezing-thawing process, dry the test piece at a temperature of 105°C
and determine the grain size distribution again (duration of sieving 10min).
At least three tests must be carried out using new test pieces each time.
c) Results
The size reduction of the grains is described by the ratio of the distribution ofretainings before and after the abrasion test. The distribution of retainings is equal
to the area which is enclosed on the semi-logarithmic granulation line diagram, by
the perpendicular through d = 0.09mm and the granulation line.

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