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THE MINISTRY OF TRANSPORT, CONSTRUCTIONS AND TOURISMTHE NATIONAL COMPANY OF HIGHWAYS AND NATIONAL ROADS IN

ROMANIA

TECHNICAL SPECIFICATIONS FOR ROAD WORKS

TECHNICAL SPECIFICATION NO 6

CRUSHED STONE AND OPTIMAL CRUSHED STONE SUB-BASES

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TECHNICAL SPECIFICATION NO 6CRUSHED STONE AND OPTIMAL CRUSHED STONE SUB-BASES

CONTENTS

Chapter I. General ProvisionsArt 1. Object and field of application Art 2. General provisions

Chapter II. Materials.Art 3. Natural Aggregates Art 4. Water Art 5. Aggregate quality control before production of sub-base layers

Chapter III. Establishing compaction features/ characteristics for the inferior sub-base layer and for the optimal crushed stone sub-base layerArt 6. Optimal compaction featuresArt 7. Compaction features proper

Chapter IV. Production of sub-base layersArt 8. Preliminary measuresArt 9. Testing the execution of sub-base layerArt 10. Execution of sub-base layers

a. Large crushed sub-bases, 63-80, on a ballast layerb. Optimal crushed stone sub-base

Art 11. Compaction quality control for sub-bases

Chapter V. Technical Conditions/ requirements. Verification rules and methods.Art 12. Geometrical elementsArt 13. Compaction conditions/ requirementsArt 14. Sub-base surface features

Chapter VI. Acceptance of works Art 15. Acceptance on execution stagesArt 16. Final acceptance at the end of worksArt 17. Final acceptance

APPENDIX- REFERENCE DOCUMENTS

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CHAPTER I. GENERAL PROVISIONS

Art. 1. Object and field of application.The technical specifications hereunder detail the execution and acceptance of crushed stone or optimal crushed stone sub-base layers in the public road and street systems. The technical specifications comprise technical requirements stipulated in SR 667 and SR 662, which the used materials must observe, as well as provisions of STAS 6400 (requirements for the executed stone layer).Art. 2. General provisions2.1. The 0-63 optimal crushed stone sub-base is executed with a single layer, whose thickness is established in the design.2.2. The 40-08 crushed stone sub-base is executed with two layers: an inferior 10 cm ballast layer and a superior 12 cm layer made of crushed stone- in compliance with STAS 6400.2.3. If roads do not require a form layer or improvement methods for roadbed protection, and if the roadbed is made of cohesive soils, then the 0-63 optimal crushed stone sub-base shall be executed on a sub=base sub-layer, as follows:

- waterproofing sand sub-layer, 7 cm-thick after rolling- ballast drainage sub-layer, at least 10 cm-thick after rolling.

When the inferior layer of the road sub-base is made of ballast, as in article 2.2, this layer also serves as a drainage layer; the proper thickness, drainage quality and water evacuation measures have to be observed. 2.4. The Constructor shall make sure that all tests and measurements resulted from application of the current technical specifications are performed, in its own laboratories or in collaborating authorized laboratories. 2.5. At the Engineer’s request, the constructor must perform additional verifications apart from provisions of technical specifications hereunder. 2.6. In case the technical specifications hereunder are not observed, the Engineer shall order interruption of works and shall take the appropriate measures.

CHAPTER II. MATERIALS

Art. 3. Natural aggregates3.1. The following aggregates are used in execution of crushed stone sub-bases:a. Large crushed stone sub-bases, 40-80

- ballast 0-63 mm in the inferior layer- crushed stone 40-80 mm in the superior layer - 16-25 mm split for wedging of the superior layer- grainy sand and 0-8 mm ballast as a protection material.

b. For optimal crushed stone sub- base, 0-63 mm- 0-4 mm sand for execution of the sub-layer, in case roadbed soils are cohesive,

and if the drainage layer does not comprise a form or a 0-63 mm ballast layer. - optimal crushed stone, 0-63 mm

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Grainy sand or ballast/ grit is not used as a protection/cover material if the superior layer is made of macadam or cement concrete. 3.2. The aggregates must originate from stable rocks, unalterable in the open air, in water or in freeze conditions. Aggregates originating from feldspar or schistous rocks cannot be used.3.3. Aggregates used in sub-base layers shall meet admissibility conditions/ requirements indicated in tables 1, 2, and 3, and they must not contain visible foreign bodies (earth balls, coal, wood or vegetal waste) or altered elements.

SAND- admissibility conditions as per SR 662

Table 1. FEATURES Admissibility conditions for:

Waterproofing layer Cover layerSort (square sieves) 0-4 4-8Granularity

- Fraction content below 0.1 mm, % max.- Fractions content below 0.02 mm, % max- Reverse filter conditions/ requirements

14

5d p< d f<5 d p

-5-

Permeability coefficient (K) cm/s, min 6x10 -

BALLAST- Admissibility conditions as per SR 662

Table 2.Features Admissibility conditionsSort (square sieves) 0-63Fraction content, %, max:

- below 0.02 mm- 0-63 mm

3100

Granularity As per figure 1

Irregularity coefficient (U ), min 15

Sand equivalent (EN), min 30Wear and tear, with the LA plant, %, max 50

CRUSHED STONE- Admissibility conditions as per SR 667

Table 3.SortCharacteristics

Ballast Crushed stone Large crushed stone

Admissibility conditions0-8 8-16 16-25 25-40 40-63 63-80

Grain content:- remain on the upper sieve (d ) , %,

max - pass through inferior (d ) %, max

5 5 5 5- 10 10 10

Content: altered grains, soft, breakable, porous and vacuous, %, max

- 10 10 -

Grain shape:- shape coefficient, %, max

- 35 35 35

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Impurity coefficient:- foreign bodies, %, max- fractions below 0.1 mm, %, max

1 1 1 1- 3 Not the case

Wear and tear caused by LA plant, %, max - 30 According to rock class, as indicated in tables 2 and 3 in SR 667

Resistance to repeated action of sodium sulphate ( ); 5 cycles, %, max

- 6 3 Not the case

Figure 1- Granularity prescribed for ballast in the inferior sub-base layerSite cu ochiuri patrate, conform SR EN 933-2- Square sieves, in compliance with SR EN 933-2Ciururi cu ochiuri patrate- Round sieves/ screens

3.4. The optimal crushed stone can be obtained either by mixing sorts 0-8, 8-16, 16-25, 25-40 and 40-63, or directly by crushing, provided that it complies with requirements in table 5, and that granularity observes values indicated in table 5 and figure 2.

OPTIMAL CRUSHED STONE- Admissibility conditionsTable 4Features Admissibility conditionsSort 0-40 0-63Fraction content, %, max:

- below 0.02 mm- below 0.2 mm- 0…8 mm- 16…40 mm- 25…63 mm

33-1442-6520-40-

32-1435-55-20-40

Granularity Within limits indicated in table 5 and in compliance with figure 2

Sand equivalent (only for natural sand) (EN), min 30Wear and tear with LA plant, %, max 30

Resistance to repeated action of sodium sulphate (); 5 cycles, %, max

6- for split3 for large crushed stone 40-63

OPTIMAL CRUSHED STONE-GranularityTable 5

Granularity field

Limit Cycles of passing of (%) weight through sieves or screens, sized …. (mm)0.02 0.1 0.2 1 4 8 16 25 40 63

0-40 Inferior 0 2 3 12 28 42 60 75 90 -Superior 3 10 14 30 50 65 80 90 100 -

0…63 Inferior 0 1 2 8 20 31 48 60 75 90Superior 3 10 14 27 42 55 70 80 90 100

Admissibility conditions concerning shape content, altered grain content and impurity content for optimal crushed stone are indicated in table 3 (for crushed stone).

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3.5. Aggregates shall be timely supplied to the site storage facility, in order to ensure homogeneity and constant quality. Aggregates shall be supplied at the placement location only their required quality is demonstrated via laboratory analyses. 3.6. Aggregates must be protected against any impurities during transport from supplier to site and during storage. Aggregates shall be stored separately according to the sort, on specially designed platforms, and shall be kept in appropriate conditions to prevent spreading, mixing or contamination.3.7. The Constructor shall perform aggregate quality control in compliance with provisions of Table 6. 3.8. The site laboratory shall record aggregate quality as follows:- quality certificates issued by Supplier shall be kept in a separate file- site laboratory shall record results of all performed tests into a register (aggregate test registry)3.9. If after quality verification, the optimal crushed stone supplied does not comply with granularity limits indicated in table 5, then the optimal crushed stone mixture shall be adjusted by adding the missing grain sorts, in order to meet quality requirements.

Art. 4. WaterThe water necessary for execution of sub-base layers may be supplied from the public network or from other sources; if from other sources, water must not contain any particles in suspension.

Art. 5. Aggregate quality control before execution of sub-base layers Quality control is performed by Constructor in its own laboratory, in compliance with provisions of Table 6

Table 6.Action, verification procedure or features to be verified

Minimum frequency Determination methods as per:

When supplied At placement locationExamination of quality certificate or guarantee certificate data

For each supplied lot - -

Foreign bodies:- argyle pieces- adherent argyle- coal content

In case they are discovered Any time contamination factors occur

STAS 4606

Content altered, soft, breakable, porous and vacuous grains

One sample per max 500 cubic metres for each source

- SR 667

Sort granularity One sample per max 500 cubic metres for each sort and source

- STAS 730

Grain size for crushed stoneShape coefficient

One sample per max. 500 t for each sort and source

- STAS 730

Sand equivalent (EN- only for ballast pit products)

One sample per max 500 cubic metres for each source

- STAS 730

Resistance to repeated action of sodium sulphate ( ); 5 cycles

One sample per max. 500 cubic metres for each source

- STAS 4606

Resistance to crushing by compression for crushed stone, in a natural state and in natural pressure conditions

One sample per maximum 500 cubic metres for each sort and source of crushed stone

- STAS 730

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Wear and tear caused by Los Angeles (LA) type plant

One sample per max 500 cubic metres for each sort and source

- STAS 730

Figure 2- Granularity graphs for optimal crushed stone

Site cu ochiuri patrate conform cu SR EN 933-2- Square sieves in compliance with SR EN 933-2Ciururi cu ochiuri rotunde- Round screens

CHAPTER III. ESTABLISHING COMPACTION CHARACTERISTICS FOR THE INFERIOR SUB-BASE LAYER AND FOR THE OPTIMAL CRUSHED STONE SUB-BASE LAYER

Art. 6. Optimal compaction featuresThe optimal compaction features of the ballast or those of the optimal crushed stone mixture are established by a certified specialized laboratory, before execution works are started.As per STAS 1913/13, the modified Proctor Test shall establish:

du max. PM- maximum volume weight in a dry state, expressed in g/cm3W PM- optimal compaction humidity (%)

Art. 7. Compaction characteristics proper7.1. Compaction characteristics proper are determined by the site laboratory, on samples collected from the works, as follows:

du - volume weight in an effective dry state, expressed in g/cm3W - effective optimal compaction humidity (%), needed for establishment of the compaction degree gc

gc=

7.2. Article 13 indicates the compaction degree to be observed in execution of the sub-base layer.

CHAPTER IV. EXECUTION OF SUB-BASE LAYERSArt. 8. Preliminary measures8.1. Execution of the sub-base layer shall only be initiated after acceptance of earthworks and of form layer works, in compliance with provisions of the technical specifications for the respective works. 8.2. Before start of sub-base works, all plants and devices needed for sub-base layer placement shall be verified. 8.3. Before placing the sub-base aggregates, sub-base water drainage works must be performed- transversal road shoulder drains, longitudinal drains under the road shoulders

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of under the gutters, and joints of between the drains and the sub-base layer- as well as other works performed for this purpose. 8.4. In case sub-base layers are built on the entire road platform, as for motorways, or in case of works with a continuous drainage layers, the waters must be evacuated outside the working area, at any point of the alignment/ route, at least 15 cm above the ditch or above the terrain (in the case of embankments)8.5. If there are several ballast or crushed stone sources, measures must be taken to prevent mixing of the aggregates, to separated road sections depending on the used sources, and to record these section into the construction site book/ diary. Art. 9. Testing the execution of the sub-base layers9.1. Before works are started, the Constructor must perform tests concerning sub-base layer execution. Tests shall be performed for each sub-base layer type- large crushed stone sub-base 63-80, on a ballast layer at least 10 cm thick, or optimal crushed stone sub-base 0-63, with or without a sand sub-layer, depending on the solution indicated in the design. In case of 63-80 large crushed stone sub-base, testing shall be performed separately for the inferior ballast layer and for the superior large crushed stone layer.In all cases, testing is performed on test sections at least 30 m long and at least 3.5 m wide (twice the width of the compactor).The purpose of the testing is to establish, under conditions of current execution on site, the components of the compaction workshop and workshop operation methods, in order to obtain the compaction degree required in the technical specifications; testing also establishes whether the indicated thickness can be obtained via 1 or 2 layers, as well as adjustment of materials spreading equipment, in order to obtain the necessary thickness and evenness of the surface.9.2. Test compaction on experimental sections shall be performed in the presence of the Engineer; compaction control is performed via mutually agreed laboratory and on-site tests, as the case may be.In case the required compaction degree cannot be obtained, then the Constructor shall perform a new test, after modifying layer thickness or components of the compaction plant used. These tests aim at establishing compaction parameters, as follows:

- maximum thickness of the sub-base layer to be executed on site- compaction conditions (verification of compaction effectiveness and equipment

compaction intensity)9.3. Compaction intensity= Q/S

Q- volume of the placed material per time unit (hour, day, shift), in cubic metresS- the compacted surface in the given time interval, in square metres. In case a tandem of plants are used simultaneously, the surfaces compacted by each plant are added together.

9.4. In the case of the 63-80 large crushed stone sub-base, the compaction workshop must also be correctly adjusted, and it must comprise light and middle/ average compression rolls; the correct number of times for the rolls to pass over the surfaces, until dry compaction is obtained, must also be established after laying the two wedging split layers 16-25, so that the necessary binding is achieved.

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In this case, compaction is considered finished if the roll wheels leave no further trace on the crushed stone surface, and if other stones (circa 40 mm) do not penetrate the sub-base, and are crushed, without causing any deformation or dislocation of the sub-base layer. 9.5. The section of the executed section, which exhibits the best results, shall be taken as a reference for the rest of the works. The characteristics obtained on the experimental section shall be entered into the site registry/diary, and shall be used in quality control of the remaining works.

Art. 10. Execution of sub-base layers

A. 63-80 LARGE CRUSHED STONE SUB-BASES ON A BALLAST PILLOWa. Execution of the inferior ballast layer 10.1. The ballast is laid and levelled on the accepted earthworks, in a single layer, whose thickness is the same as resulted on the experimental section, so that a 10 cm layer is obtained after compaction. Ballast shall be laid and levelled using a form/ profile board, in compliance with width and slopes indicated in the design.10.2. The necessary water quantity for ensuring optimal compaction humidity shall be established by the site laboratory, taking into account aggregate humidity; the water is added by sprinkling, which must be uniform; local humidity saturation must be avoided.10.3. Sub-base layer compaction shall be performed with the compaction plant established on the experimental section, observing plant components, compaction speed, technology and compaction intensity Q/S. 10.4. On roads where the sub-base layer is not executed on the entire width of the road platform, the road shoulders are completed with and compacted together with the sub-base layer, so that the sub-base is permanently framed by road shoulders; water evacuation measures must also be taken, as indicated in item 8.3.10.5. Any irregularity occurred during sub-base compaction, or which are left after compaction, must be corrected with additional material, and then re-compacted. Surfaces with irregularities higher that 4 cm are completed, levelled and then re-compacted.10.6. The sub-base must not be executed with frozen ballast. 10.7 The ballast shall not be laid on the roadbed if the roadbed is covered by snow or by ice.

b. Execution of the superior large concrete stones 63-8010.8. The large crushed stone is laid and compacted only after execution of the inferior ballast layer, which shall be wetted before laying. 10.9. The crushed stone is laid and compacted in dry conditions, in several stages. Until the crushed stone is bound, the compaction is executed with smooth compression rolls, 6 t; the operation is continued with compactors equipped with tyres or 10-14 ton- vibrators. The number the compaction plant passes over the road is established on the experimental section. 10.10. After rolling, the crushed stone shall be wedged with split 16-25, which is compacted; after that the holes left after wedging shall be filled by mudding, with ballast/ grit 0-8.

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10.11. Until the immediately superior layer is placed, the large crushed stone layer executed, shall be covered with protection materials (grainy sand or ballast). In case the superior layer is made of macadam, the large crushed stone layer shall not longer be protected, and holes in the layer shall no longer be filled.

B. OPTIMAL CRUSHED STONE SUB-BASE LAYERS 10.12. On the accepted road shoulders made of cohesive soils, which do not require improvement of the roadbed or execution of form layers, a 7 cm sand layer shall be temporarily placed. The sand is laid and levelled using a form/ profile board, observing the widths and slopes indicated in the sub-base layer design. Water shall be sprinkled over the sand layer, which is then rolled. 10.13. The optimal crushed stone is placed on the sand layer, using an asphalt distributor-finisher; if necessary the water quantity may be completed, in order to preserve optimal compaction humidity. The optimal crushed stone shall be laid and levelled using a form/ profile board, observing the widths and slopes indicated in the design.10.14. The water quantity required to obtain the optimal compaction humidity is established by the site laboratory, taking into consideration aggregate humidity; water is added by uniform sprinkling, avoiding local saturation. 10.15. Sub-base layer is compacted with the compaction plant established on the experimental section; the compaction plant must have the appropriate components; compaction process must comply with compaction plant speed, compaction intensity Q/S and technology.10.16. In case of roads whose sub-base layer is not built on the entire width of the platform, the road shoulders are completed and compacted together with the sub-base, so that the sub-base is permanently frames by road shoulders; water evacuation measures must be taken, as indicated in 8.3.10.17. Any irregularities occurred during sub-base compaction, or which are left after compaction of optimal crushed stone or large crushed stone sub-base layers, must be corrected with additional material, and then re-compacted. Surfaces with irregularities higher that 4 cm are scraped, following an even pattern/ contour, on the entire thickness of the layer; then the layer is completed with the same type of material, it is re-levelled and rolled again.10.18. The sub-base layer shall not be executed with frozen optimal crushed stone.10.19. The optimal crushed stone shall not be placed on the roadbed if the roadbed is covered by snow or ice.

Art. 11. Quality control of sub-base layers11.1. During execution of ballast and 63-80 large crushed stone sub-bases, or optimal crushed stone sub-bases, verifications and measurements must be performed, as indicated in table 7, with the frequency shown in the same table. The bearing capacity at the superior sub-base level is determined via measurements with the lever deflectometer, as stipulated in the “Norm for Measurement of roads with supple and semi-rigid structures by deflectography and deflectometry”, indicative CD 31.11.2. The Laboratory of the Constructor shall record the following characteristics concerning quality of the executed layer:

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- aggregate grain content- optimal compaction characteristics obtained through the modified Proctor method

(optimal humidity, maximum density in a dry state)- effective characteristics of the executed layer (humidity, density, bearing

capacity)

Table 7.

No crt Determination, verification procedure or characteristics to be verified

Minimum frequency at the placement location

Verification norms comply with:

1 Modified Proctor test- ballast layer- optimal crushed stone layer

- STAS 1913/13

2 Determination of compaction humidity- ballast layer

- optimal crushed stone layer

At least 3 samples per 2,000 sq. m of the layer

STAS 1913/1

3 Determination of compacted layer thickness- ballast layer

- optimal crushed stone layer

At least 3 samples per 2,000 sq. m of the layer

-

4 Verification of compaction intensity Q/S- all types of layers

Daily -

5 Determination of compaction degree by measurement of volume weight on site

- ballast layer - optimal crushed stone layer

At least 3 samples for surfaces < 2,000 sq. m, and at least 5 samples for surfaces > 2,000 sq. m of the layer

STAS 1913/15STAS 12288

6

Compaction checking by roller frontal crushing test

At least 3 samples per 2,000 sq. m of the layer

STAS 6400

7 Determination of bearing capacity at the upper sub-base level - all sub-base types

In two points located in transversal profiles at a distance of 10 m one from the other, for each lane, on a width of 7.5 m

Norm CD 31

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CHAPTER V. TECHNICAL CONDITIONS. VERIFICATION REGULATIONS AND METHODS

Art. 12. Geometric elements 12.1. Sub-base layer thickness must comply with design provisions. The maximum thickness deviation is ±20 mm. Thickness shall be verified with a graded metallic rod, to penetrate the layer every 200 m of the executed road, every 1500 sq. m of road surface. The real sub-base thickness is the mean of the measurement values as obtained on every road section handed over for acceptance.12.2. The width of the sub-base shall be that indicated in the design project. The allowed width tolerance may be +/- 5 cm. Width control shall be verified at the transversal profiles.12.3. The transversal sub-base slope is the slope of the pavement covering the sub-base, specified in the design.The allowed transversal slope tolerance shall be +/-4% in absolute value and shall be measured every 25 m.12.4. The longitudinal gradients shall be the same as those of the pavements covering the sub-base. The allowed tolerance of sub-base level may be +/- 10 mm, as compared to the design level values.

Art.13. Compaction requirements13.1. The large 63-80 crushed stone sub-base strata layer be compacted to reach the maximum aggregate compaction, which is tested by roller crushing a stone with the same petrographic structure as that of the crushed stone used for sub-base construction, namely a stone approx. 40 mm that is placed down in front of the roller. Compaction is considered appropriate if the stone is crushed and the respective layer remains undamaged.13.2. Optimal crushed stone sub-base layers shall be compacted to reach the minimum compaction degrees specified below, as per maximum dry density determined via the modified Proctor test, in compliance with STAS 1913/13-83:

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for roads of technical classes I, II and III: 100% compaction in at least 95% of the measurement points 98% compaction in maximum 5% of the measurement points for

motorways and in all the measurement points for roads of technical classes II and III.

for roads of technical classes IV and V: 98% compaction in at least 93% of the measurement points 95% in all the measurement points.13.3. The bearing capacity at the top level of the sub-base layers is considered adequate if the recorded deflection values are lower than the allowed deflection values namely 250 x 10-2 mm.

Art.14 Sub-base surface characteristicsThe sub-base surface shall be checked for irregularities by means of the 3.00 m straight board template, as follows: - in longitudinal profile, the measurement shall be made on the

centerline of each traffic lane; the allowed irregularity tolerance may be max. + 2.0 cm, as per the design level specifications;

- in cross section/ transversal profile, verification shall be performed at the location of profiles specified in the design drawings and allowed unevenness may be max. +1.0 cm.

If irregularities are higher than provisions of the Technical Specifications hereunder, then the sub-base surface shall be readjusted.

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C H A P T E R VI. ACCEPTANCE OF WORKS

Art.15. Acceptance of works at a determined stageThe acceptance of works at a stage determined by project specifications shall be carried out in compliance with the Regulations of construction quality state control, approved by Governmental Decision No 272/94, and according to state control Procedures at determined stages of execution, elaborated by MLPAT and published in the Constructions Bulletin, Volume 4/1996. The determined stage acceptance of works shall be performed after all construction works indicated in the design documentation have been completed, and after all verification procedures have been concluded, in compliance with provisions of articles 5, 11, 12, 13 and 14.The acceptance committee shall examine the works and check for compliance with quality and execution requirements, as stipulated by design drawings and by the Technical Specifications; the committee also verifies the reports registered during execution by the control entities.

At the end of the acceptance procedures, an acceptance Report for the determined stage shall be registered in the hidden work records.

Art.16. Preliminary acceptance at end of worksPreliminary acceptance of the sub-base shall occur simultaneously with the preliminary acceptance of the complete work, in compliance with the Regulations of acceptance for construction works and auxiliary installations, approved by the Governmental Decision No 273/94.

Art.17. Final acceptanceFinal acceptance occurs at the end of the guarantee period for the complete work, compliance with provisions of the Regulations approved by Governmental Decision No 273/94.

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APPENDIX

REFERENCE DOCUMENTATION

I. NORMATIVE DOCUMENTS

Order of Ministry of Transport/ - Methodological norms regarding trafficInternal Affairs Ministry no. interruption conditions and

specifications of traffic 411/1112/2000 published in Official restrictions for works execution in

the area ofGazette 397/24.08.2000 public roads and / or for road

protection.

NGPM/1996 - General work safety norms.

NSPM no. 79/1998 - Norms concerning exploitation and maintenance of roads and bridges.

Order of Ministry of Internal - Norms of fire prevention, fire fighting, and

Affairs no. 775/1998 fire extinction equipment.

NAR Order no.116/1999 - Specific work safety instructions for maintenance, repair and exploitation of roads and bridges.

II. TECHNICAL NORMATIVES

CD 31 - Normative regarding measurement of bearing capacity of roads with flexible and semirigid road structures, through deflectography and deflectometry methods

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III. STANDARDS

SR 662:2002 -Road works. Ballast pit natural aggregates. Technical quality conditions.

SR 667:2001 -Natural aggregates and processed crushed stone for road works. Technical quality conditions.

STAS 730-89 - Natural aggregates for railway and road works. Testing methods.

STAS 1913/1-82 - Subgrade/ Foundation soil. Humidity assessment.

STAS 1913/13-83 - Subgrade/. Assessment of compaction characteristics. Proctor test.

STAS 1913/15-75 - Subgrade. Assessment of volume weight in situ.

STAS 4606-80 - Heavy natural aggregates for grout and mineral binder concrete. Testing methods.

STAS 6400-84 - Road works. Road base and sub-base. General technical quality provisions.

STAS 12.288-85 - Road works. Determination of road structure density by using the cone and sand device.