TS klass R RA

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10/31/2003 3 Technical specifications

.1.1

R.1.1 PROFILING OF THE EXISTING

PAVEMENT WITH HAULING

Description

, ,, , , . .

The existing asphalt layers, which are deformed,damaged or do not have the required cross fall or shouldbe replaced with new course shall be profiled todetermined level, in accordance with design, both inlongitudinal and transverse profile. Removed asphaltmaterial is Employer's property.

Construction

, a.

200 cm 25 mm. 0 -1 cm. . .

Profiling should be done in accordance to levels as shownin Design, apropos in accordance with orders instructedby Engineer. Profiling should be done by cold procedure

in one or severe passes with minimal working width ofmachine is 200cm, while maximal grain size of removedmaterial should not exceed 25mm. Allowed deviations ofrealized levels versus designed levels may be from 0 to -1cm. In case that asphalt is removed more than designedlevels, surplus of works and additional upgradingmaterial shall be at Contractor's expense. After theremoval of a part of asphalt, The Contractor shallthoroughly clean the bed surface before placement ofsubsequent layers of the pavement structure. Removedmaterial shall be hauled to dumping area instructed byEngineer.

Measurement and payment

(m3) . , 5 km, .

Measurement and payment shall be per cubic meter (m3)calculated in accordance to designed cross-sectionprofiles. Price for this item of work includes removal ofexisting asphalt, loading and hauling of material up to5km far dumping area, as instructed by Engineer.


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.2

R.2 REPAIRS OF DAMAGE TO THE EXISTING PAVEMENT


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.2.2

R.2.2 CLEANING OF LONGITUDINAL AND

TRANSVERSE CRACKS

Description

, .

(,) , .

This work shall consist of cracks cleaning located onpavement, along pavement edges and along the jointbetween carriageway and kerbs.

Cracks cleaning is intended to prevent mixing of materialwhich filled cracks (mud, dust) with remixed asphaltmaterial during hot recycling, or to provide better fillingof cracks with binder during surface preparatory worksfor surface dressing or micro asphalt overlaying.

Construction

.5 mm , (T>3000C) 5 bara.

.

Before work commencement, Contractor and Engineershall determine the quantity and exact type of works oncracks cleaning. Cleaning of cracks wider than 5mm shallcomprise the following: cracks shall be first cleaned ofmud using mechanical means, washing with water underpressure and hot air blasting (T>300C) under pressure ofmin. 5bars.

Intervention depth is equal to thickness of existingpavement wearing course at least.

Quality of works

, .

Engineer shall control quality of cleaning cracks, in thesense of inspection of depth of realized intervention andpresence of mud and dust in cracks.


(m1) . .

The quantity to be paid for shall be the number of linearmeters (m1) of cleaned crack. The quantity, determined asprovided above, shall be paid for at the Contract unit priceper unit of measurement, which price and payment shall bewhole compensation for all labour, equipment, tools andincidentals necessary to perform the work.


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.2.3

R.2.3 REPAIR OF DAMAGED PAVEMENT

EDGES

Description

20 cm, , .

These works include cutting of pavement edges in thewidth of 20 cm and depth of existing asphalt courses aswell as change of the existing layer by new bituminousbase course.

Construction

20 cm, , , -.

20 cm. .

, , 120 0C,- .

Damaged edges of existing pavement, prior to laying ofnew asphalt course, shall be removed by machinery in thewidth of 20 cm and to the depth of the existing asphaltlayers and afterwards cut part shall be replaced withdesigned material for bituminous base course. In case thatthere are larger distresses, width of treatment may be

larger than designed 20cm, as instructed by Engineer.Cutting shall be done by machinery and it is necessary toform regular edge shape.

Before construction of this corrections of pavementedges, good bound between new and old asphalt must beprovided by application of emulsion, cut-back bitumen,by old asphalt heating at min. 120 0C, and/or by bandsplacing.


(m1) , , . (m1) .

(m3) -.

Measurement and payment shall be per linear meter (m1

)of, in such a manner, worked out pavement edge,including all cutting works as well as joints construction,loading and hauling of material to Contractor's disposalas well as all preparatory works for construction ofreplacing bituminous course. Cutting shall be paid perlinear meter (m1) of treated pavement edge.

Measurement and payment of new bituminous materialfor replacing of removed asphalt courses shall be in cubicmetres (m3) as a part of bituminous course of thisTechnical Specification.


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.2.4

{PRIVATE }

R.2.4 REPAIR OF LONGITUDINAL AND

TRANSVERSE CRACKS

O Description

, 5mm .

.

Repair includes provision of materials, cleaning of cracksand hot procedure filling of cracks wider then 5mm withbituminous sealing compound.

Intervention depth is equal to thickness of existingpavement wearing course at least.

Equipment and tools

,

, .

Equipment includes mechanical means for cleaning, steelbrushes and compressor with hot air to provide crack's

cleaning, machinery for heating and casting of materialfor crack's filling.

Materials

JUS U.M3.095.

Appropriate joint sealing compound shall be applied forcrack's filling, fully in accordance with JUS U.3.095.

Construction

5 mm

(>3000

C), . . .

Cracks wider than 5mm shall be cleaned by steel brushesor by exhausting with compressed hot air (>3000C)

from sludge and other maters. Cleaned and heated cracksshall be filled with sealing compound. Describedactivities shall be done on dry weather and on drypavement.

Control and acceptance of works

, , .

( 500 (m1 ) .

An Engineer controls if material fulfill required quality,as well as if execution of works is in accordance withgiven description and with requirements relating toproduction, transport and casting material for crack'sfilling.

Intervention depth shall be controlled before and after(sampling shall be at each 500 longitudinal metres m1 ofrepaired crack) crack sealing compound casting.


,(m1). .

Executed work on crack cleaning and repairing shall bemeasured and paid in linear metres (m1). Contract unitprice includes all labour and material.


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.2.5

10 MM

R.2.5 REPAIR OF REFLECTED LINEAR AND

OTHER CRACKS WIDER THEN 10MM

Description

, > 10 mm, , .

Linear reflected longitudinal, transverse and otherfissures with the opening wider than >10 mm on thepavement surface shall be repaired prior to placement ofnew asphalt layers.

Construction

, . . 0.5 m

(4 - 6 cm). , . (>3000C) . . JUSU.M3.24 (1997) 300 g m2. 11.

The Engineer, on the basis of visual survey, shalldetermine and mark fissures to be repaired according tothe described procedure. The existing pavement surfaceshall be cut or milled mechanically to a width of 0.5 mminimum in the fissure zone and to a thickness of 4 - 6

cm. The cut material shall be removed and disposed to adumping area. After thorough cleaning by compressedand hot air (T>300C), bituminous sealing compoundshall be applied to all fissures. Treated surface, beforeasphalt layer placing and after crack sealing shall besprayed with emulsion. The emulsion that complies withJUS U.M3.024 (1997) must be uniformly applied at aminimum rate of 300g pure bitumen/m2. Thereafter thedesigned asphalt layer AC 11s shall be inlaid.

> 10 mm Repair of reflected fissures >10mm


(m2) 5 km. .1.2 " " m3km.

Measurement and payment shall be per square metres(m2) of treated area, including all labour and materialnecessary for preparation and repair of cracks as well asloading and hauling of removed material to Contractor'sdumping area up to 5km far. For longer transportdistances, item R.1.2 "Hauling of removed material" shallbe applied and calculation of hauling shall be preparedper 1m3km.


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.2.6

R.2.6 REPAIR OF PAVEMENT SURFACE

DAMAGES

Description

, , , . :

,

This item of work includes material provision, treatmentand cleaning of surface, which shall be repaired,spreading and compaction of material and preservation ofcompleted repair. The following distresses may berepaired in this manner: Net like cracks alligator crack's shape of intermediate

and high intensity Depressions, with all intensities

Construction

.

, . . . . .

.

.

. .

.

. 7 .

Boundary edges of net-cracks distress must be cut.Appropriate equipment shall be used for treatment,

apropos proper geometrical shape making on pavementsurface. After treatment of damaged spot's edges, allrejected material from pavement shall be removed.Bottom of damage made of non-coherent materials shallbe compacted with appropriate compaction equipment.Surface of layer where from material is removed shall becleaned and exhausted with compressor. Bottom andvertical sides of treated surfaces must be sprayed withbituminous emulsion. Prepared distress shall be filled insingle or multiple layers with material of constantproperties and same thickness as existing pavementstructure. Layer compaction shall be done withappropriate equipment adjusted to distress size that is

repairing.

Repair of depressions includes forming of regular shapedarea to be filled with bituminous material. Depressionedges must be formed by machinery to provide minimalthickness necessary for proper placement of asphalt layer.Depending of depression depth, construction shall bedone in one or severe courses.

Finishing layer of fill shall be placed in appropriatethickness to provide level after compaction as it as ofexisting pavement around spot. Finishing layer shall becompacted with 7 tons roller.

Materials

, . , JUS U.M3.022 JUSU.M3.024. JUS U.E9.021 JUSU.E4.014.

Depending on deep of distress, fill may be done withasphalt mixtures in single or multiple layers. Beforespreading of asphalt mixture for fill, bituminousemulsions that are in accordance with JUS U.3.022 orJUS U.3.024 can be used for spraying of bottom andvertical sides of treated distresses. Composite materialsand asphalt mixture shall be in accordance with JUSU.9.021 and JUS U.4.014.


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Control of completed work

,

, .

An Engineer controls if quality of material is fulfilled, aswell as if execution of works is in accordance with givendescription and with requirements relating to production,

transport and placing of particular materials fordepressions or damages filling.


(m2), .

Executed work shall be measured and paid in squaremetres (m2), in accordance to Contract unit price thatincludes all labour and material for preparation and repairof distress.


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.2.8 R.2.8 REINFORCEMENT MESH PLACING

Description

() . .

Reinforcement mesh is part of pavement structure that

prevents unwished impacts from damaged lower part ofpavement (fissures and cracks) to new asphalt layer.Works on reinforcement mesh placing must be done inaccordance with this Technical Specifications or withnet's producer with Designer's and Engineer's approval.

Technical requirements

Properties of reinforcement mesh

: 2020mm,

. 20 kN/m, . 190 C. 220 gr/m2 250 cm . 50 m

Reinforcement mesh must meet the following criteria: Size of openings up to 2020mm,

Tensile strength min. 20 kN/m, Temperature resistance min. 190 C. Net weight min 220 gr/m2 Band width min 250 cm Band length max. 50 m

Construction

: ,

Construction procedure alludes: base preparation net spreading, fixing and protection.

Base preparation

. , .

. 0.45 kg/m2 . , . .

8 mm.4 m.

Base must be completely cleaned from all filths beforemesh placing. All pavement distresses in forms ofpotholes, wide cracks and depressions must be previouslyrepaired.

Base shall be sprayed with binder before mesh placing.Binder quantity shall be about 0.45 kg/m2 . Appropriatepolymer-modified cutback bitumen, polymer-modifiedbituminous emulsion or hot polymer modified bitumenmay be used as binder. Spaying must be done so toprovide uniform layer.

Before binder appliance and mesh placing, base surfaceshall be levelled to provide that longitudinal andtransverse unevenness shall not exceed 8mm under 4 mlong straight edge.

, Mesh spreading, fixing and protection

. , (

3%). 50 m. 50 m.

Mesh shall be spread mechanically or manually. Meshmust be levelled in both directions, fixed and lightlytensed (band extension up to 3%). Band length may be up

to 50m. If lengths are smaller, band may be continued upto 50m long. Longitudinal joint of band must be withoverlap of 30cm. Bands shall be fixed to base with


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30 cm. , , .

,.

appropriate riverts at the beginning and at the end aftertension.

Single surface dressing shall take place to protect meshagainst traffic during construction.

Construction of asphalt layer over placed mesh

. . +10C. .

. .

.

Asphalt shall be placed with machinery. Base must bedry. Air temperature on shadowed place must be at least+10 C. For everything else, specifications for asphaltlayers construction from this Technical Specificationsshall be applied.

Machinery and transport vehicles may mot abruptly turnor brake during asphalt layer placing. Technologicaltransport must be reduced at minimum. Abrupt start ofvehicle on placed net is forbidden.

Quality control

. 200 m2.

, .

.

.

.

Producer provides net properties and quality guarantees.Before beginning of works, Engineer shall inspectrequired properties of reinfocing mesh at each 200 m2 ofnet.

Quality of mesh spreading tensing and fixing shall beinspected visually. Procedures of binder and asphalt layerplacing shall be controlled in accordance with proceduresdetermined for that type of works.

Engineer's approval shall be obtained before asphalt layerplacing over placed mesh.

In case that mesh is not placed correctly or tensed,reinforcing mesh must be removed and placed again.Further work over incorrectly placed mesh is not allowed.


(m2) ( , ,).

Measurement and payment shall be per square metre (m2)of placed reinforcing mesh in accordance with ContractUnit place that includes all labour and material requiredfor work completion (base preparation, binder spraying,provision and placing of reinforcing mesh etc).


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.3.1

R.3.1 BASE COURSE OF UNBOUND STONE

MATERIAL

Description

, , , , , , .

This Work shall include provision, transport, placement,rough and fine spreading, eventually wetting andcompaction of unbound stone material in accordancewith levels and specific from Main Design.

Construction

( ). , .

. , , . . . , , .

Lower base course shall be placed on previouslyconstructed layer prepared according to requirementsfrom this Technical Specifications (works from Class E).Approach banking of material for lower base course canbegin after Engineer's inspection and approval ofprevious layer. Vehicles with sludge wheels may not

drive on spread or compacted material. After approachbanking, material shall be spread and fine graded, inthickness needed to provide designed layer thicknessafter compaction. Attention shall be paid to preventsegregation of material. Compaction shall be done withappropriate equipment. Compacted layer must havedesigned levels, width and slope, as determined inDesign.

Quality of basic materials

. (JUS):B.B0.001 ; B.B8.002 B.B8.010 B.B8.012 , B.B8.030 B.B8.031 B.B8.032

B.B8.036 0,02 B.B8.037 B.B8.038 B.B8.045 (Los Angeles )B.B8.047 B.B8.048 U.B1.012 U.B1.016 U.B1.018

0.08 a ( JUS B.B8.036)

Pit-run gravel or screened gravel as well as crushed-stoneaggregate may be used for construction of these layers,

depending on design solution. Quality control duringpreliminary tests shall be according to followingYugoslav standards (JUS):B.B0.001 Natural aggregate and Stone; SamplingB.B8.002 Frost resistance of stoneB.B8.010 Determination of water absorbed by stoneB.B8.012 Natural stone; Compressive strength testing

B.B8.030 Aggregate volumetric density with voids (incompacted and in-coherent state)B.B8.031 Aggregate water absorptionB.B8.032 Stone volumetric density (with or withoutvoids) porosity and density

B.B8.036 Content of particles in aggregate that passessieve size 0.02mmB.B8.037 Determination of content of crumbly grains inaggregateB.B8.038 Content of clay and mud particlesB.B8.045 Determination of stone and stone aggregatewearing resistance (Los Angeles)B.B8.047 Definition of stone aggregate grain shape andsurfaceB.B8.048 Stone aggregate shape testingU.B1.012 Determination of Moisture Content in SoilU.B1.016 Determination of Soil Volume WeightB.B1.018 Determination of Grading Composition and

particles smaller than 0.08mm by sedimenta- tionanalysis (or according to JUS B.B8.036)


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98 % .

.

4m, . 10 mm. 0/31mm 15 mm 0/63 mm0/80 mm

0 -10mm, 0/31 mm 0 -15 mm0/63 mm 0/80 mm

Compactness ratio Sz must be greater then 98%according to modified Proctor's test. If control ofbearing capacity of compacted layer shall be byround plate method, value of Stiffness Modulus mustbe deteremined on trial section by comparativetesting while optimal moisture content and approved

by Engineer as method of further testing.

Control of evenness with 4m long straight edges, atevery cross-section. Deviation may not exceed10mm for 0/31.5mm material and 15 mm for0/63mm and 0/80mm material.

Level of constructed base course at any spot mayhave deviation from 0 to 10mm for 0/31.5mmmaterial and from 0 to 15mm for 0/63mm and0/80mm material, what is checking with surveying.

Criteria for measurement of executed works

( ) .

. .

:

In case of permanent attendance of layer withoutrequired quality (criteria for quality construction are notcomplied), Engineer shall apply the following mitigationof executed works on matched area:

If grading composition of material oversizes allowedzone, works shall be rejected and grading correctionmust be done. If further layers are constructedalready, thay shall be rejected at all.

For variance of compactness ratio, apropos bearingcapacity with respect to required criteria, thefollowing mitigation of works for appropriate areashall be applied:

Effectuated Compactness Ratio Percentage ofmitigation

98% 97% 2-10% from 98% to 97% 2-10%97% 95% 10-50% from 97% to 95% 10-50%

95% 100% below 95% 100%

10%. .

.

(3*).

, .

For variance of evenness with respect to required

criteria, mitigation shall be 10%. Variance of the surface level from designed centrelinealludes that variance in positive sence (+) are notallowed. All lower levels from designed alludedemolishing and repeated construction of layer orupgrading with material from next layer atContractor's expense.

Variance of constructed layer thickness from designedthickness is allowed only if thickness of next layersare not threatened and if constructed layer hasminimal technological thickness (3*Dmax).Deficience layer thickness may be compensated by

construction of next layer, and larger layer thicknessalludes intervention that shall provide designed layerlevel.


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.3.2 R.3.2 COLD RECYCLING

Description

.

, . .

, .

: /

,

,

According to executed preliminary "in-situ" and

laboratory testing submitted in pavement structureDesign, provided information about composition andmaterial quality in existing pavement shall be acceptedwith a limited confidence.

Before Works comencement, Contractor must executeadditional tests to readjust Design to actual conditions onsite. Program of testing is prepared on basis of Designdocumentation. After approval is obtained and jobmixture prepared (approval from Engineer and Designermust be obtained), Contractor may begin with Works,and decision about this is made by Engineer.

The work shall include: Breaking/lifting and crumbling material from upper

pavement structure courses; Material grading correction trough new material

addition, if necessary; Supply, transportation and mixing binders and water

with basic material; Spreading and compacting to form the new course

Additional Stone Material

(, ...)/ ( , ..) : .

.

Natural granular material (sand, gravel) and/or crushedstone (specific fractions, stone flour) may be mixedwith crumbled material of pavement, aimed to: Correct Grading Of Recycled Mixture; Influence To Mechanical Properties; Add Material, Necessary For Profile Correction.

Specific requirements for additional stone material willbe defined with this specification.

Admixtures for stabilization

.

Admixtures for stabilization include chemical andbituminous types.

Chemical admixtures for stabilization

JUS B.C8.022,023, 024 JUS B.C1.011 (DIN EN 197-1). , ( ).

:

Hydraulic binder, complying with JUS B.C8.022, 023,024 and JUS B.C1.011 (DIN EN 197-1) shall beapprovable. Besides, other hydraulic binder may be used,if its validity is proven and if not embraced with listedstandards (recycling binder or special binder).

Chemical admixtures for stabilization are one orcombination of following admixtures:


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..

,

, .

3 w.

Road lime Portland cement Portland cement from blast furnace

From provision time to time of use of mentionedproducts, chemical admixtures for stabilization shall be

stored covered and protected from moisture, inaccordance with producer's recommendations.

Material stored longer then 3months should not be usedwithout additional testing.

Stabilizing admixtures based on Bitumen

:

. ,.

.

Admixtures for stabilization should be some of followingbituminous products: Bitumen of determined penetration Bituminous emulsion

All bituminous binders must have identification andappropriate certificates obtained from producer. Theyshall be stored, heated and used in accordance withinstructions obtained from producer and TechnicalSpecifications from Design.

All bituminous binders shall be delivered on site in tanks.Certificate must be issued for each reservoirs group.

Water

, , , , . , .

Water shall be clean, without any harmful concentrationof acid, base, salt, sugar, or other organic mater orchemicals. The quality of water, probably taken fromnon-public potable water supplying systems, shall beproven

Machinery And Equipment For Deep Cold Recycling

General

, , .

,, .

Machinery and equipment shall be selected andorganized in the manner to recycle material on site to thenecessary depth and to form a new course in one pass, inconformity with work specification.

Machinery and equipment shall be supplied bycorresponding and harmonized capacity, and shall be ingood shape, otherwise their operation on site shall not beallowed.

Plant For Deep Cold Recycling On Site

/

, ,

On-site cold recycling shall take place in machinesupplied with milling cutter which may crush, crumble

and mix material of top pavement structure courses withadditional materials, as to get mixture of require


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, . ().

: / 20 cm , .

2 .

, .

, , .

,

. 3% ()

, .

,

; .

.

:

. ,.

/. .

. .

, , 10000

granulation and consistency, all in one pass. Separatedmachinery may be included for added mixture treatment(after crumbling and mixing).

Recycling machine shall be at least characterized by

following properties: Material crumbling/mill cut ability down to the depth

of 20 cm in one pass, with automatic sensors forprecise action depth control;

Cylinder with mill cutters where the smallest workingwidth in one pass is 2 m;

Granulation control system, composed of an adjustablebeam on front cylinder part, as to increase recycledmaterial crumbling.

Recycling machine or accompanying unit shall have

added equipment to enable mixing of crumbled materialwith water and additional binders: System of micro-controllers for water or liquid binder

proportioning, in correlation to movement speed andrecycled material volume;

Double pumping and proportioning system forsincronized adding water and binder. Pumps shall becalibrated for proportioning precision, with 3%tolerance (by volume);

Self-cleaning sprayers system, which can uniformlyspread water, i.e. binder at whole treated width. Thesystem shall be adjustable to different action width.

When foaming bitumen is applied for binder, the foam

production system shall be supplied with separatesprayer, which can present foam for control purposes;that foam shall be the same as the foam, added torecycled volume.

Recycled material should leave mix chamber without anygrain segregation.

Spreading and levelling material for new course shalltake place using: grader; spreader, mounted at recycling machine end.

Spreader can be supplied by vibrant beam, whichproduce initial course compactness.

Spread material shall be compacted by self-propelledvibrating rollers and/or by rubber-tread rollers. It isrecomending to apply rollers with possibility ofadjustable regime of vibrations.

Technology of compaction and selection of equipmentshall be determined on trial section. Each change ofadopted technology implies construction of new trialsection.

When bitumen binder is applied, cisterns shall havesufficient capacity, mostly above 10000 litres. Besides,


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. , :

,

75 mm

20C .

, 100, .

the cistern shall be also equipped with:

Thermometer, indicating binder temperature with thecistern bottom third;

Valve for cistern emptying at the rear end, internaldiameter of which shall be 75 mm at least;

Insulating layer around, as to preserve heat;

Heating system, able to increase cistern contentstemperature for 20o C per hour at least;

Calibrated rod to maximum 100 litres, for materialvolume inside cistern.

Procedures for stabilization

Stabilization with cement

: ...........................................0/32 mm -250 .........................3-6 % ..............................................................5-7 %

:

Mixture composition for lower base construction must

confirm the following criteria: Stone aggregate....................................... 0/32mm Portland cement PC-250...........................3-6% Water.........................................................5-7%

Grading composition of mineral mixture must meet thefollowing requirements:

(mm) (%) Sieve openings (mm) Passes through sieves (%)0.09 0-25 0.09 0-250.25 2-38 0.25 2-380.71 7-55 0.71 7-55

2 17-74 2 17-744 25-90 4 25-908 38-100 8 38-10016 57-100 16 57-100

31.5 90-100 31.5 90-10045 100 45 100

, .

15,2 cm(-), 7 28 :

7= 2,5-5,5 MN/m2

28= 5,0-6,5 MN/m2

Before beginning of new layer construction, Contractormust provide all certificates of composite materials andmixture composition from authorized laboratory.

The following single-axial compressive strength oncylinder samples 15.2cm (modified Proctor's Test) after

7 and 28 curing days in wet chamber shall be required formaterial stabilized with cement:

7= 2,5-5,5 N/m2

28= 5,0-6,5 N/m2

Stabilization with bituminous emulsion

60:40 20 40C. ,

.

, , ,

Bituminous emulsion is mixture of bitumen and water inratio 60 : 40 and it is applied at temperature of 20-400C.After bituminouse emulsion adding, content of water inmixture shall be reduced with cement adding.

Water must be clear and free of concentrated acids,alkalis, salt, sugar and other organic or chemical maters.


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j . , ,.

If water that shall be used is not drinking water,certificates about its quality must be provided.

Stabilization with foamed bitumen

, .

, 0.075 mm .

, JUS U.M3.010

. . , , .

..

( 100) . , .

Bitumen foaming begins when small water quantity isaddedg to hot bitumen and as a result of this bitumenvolume shall be enlarged quickly and shortely.

Same as for stabilization with bituminous emulsion,cement or lime shall be added in small quantities inmixture altogether with foamed bitumen to improvecompressive strength and this admixtures help bitumendecomposition by increasing of grain fractions in materialthat are smaller then 0.075mm.

Bitumen in foamed bitumen must be in accordance withJUS U.M3.010

Basic properties that shall be controled By Contractor arelevel of expansion and half-duration period of foamedbitumen. Level of expansion shall be determined as ratiobetween maximal volumes effectuated in foamedcondition and volume of foamed bitumen. Half-durationperiod is time expressed in seconds necessary to foam tofill one half of required volume.

An Egineer and Contractor, in accordance with Designer,shall qualify selection of bitumen type regarding externaltemperature on site. Harder bitumen (penetration level

below 100) are mostly using in warm climate conditions.Softer bitumen can be used, but tests of comparativestrengths must be done first.

Criteria for layers stabilized with foamed bitumen

:

Grading composition of mineral mixture must be withinfollowing limits:

( mm) (%) Sieve openings (mm) Passes through sieves (%)0.09 6-21 0.09 6-21

0.25 11-30 0.25 11-300.71 19-41 0.71 19-41

2 32-54 2 32-544 42-65 4 42-658 53-77 8 53-7716 67-90 16 67-90

31.5 80-100 31.5 80-10045 100 45 100

:

..................................1.5-2 % .............................. 2.6-3 %.

For presented grading composition and required mixtureproperties, common values for optimal cement andfoamed bitumen content are:

Cement..................................1.5-2% Bitumen.................................2.6-3%


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(ITS). 25C : (>30) 250-500 kPa (>80) 400-900 kPa

350-800 kPa 98% . , (2002).

Material stabilized with bitumen is testing bydetermination of Indirect Tensile Strength (ITS) byContractor. Test is based on briquette at temperature 250Cand the following values must be obtained: Natural gravel (CBR>30): 250-500KPa Natural crushed-stone (CBR>80) 400-900KPa

Existing pavement structure 350-800KPa

Required minimal compaction is 98% of value obtainedin laboratory. Preparation of laboratory sample may be inaccordance with Marshall's method, in accordance withinstructions presented in instructions and technicalspecification for deep recycling (Roads Directorate 2002)or on samples prepared on gyrator compactor.

Construction

General Requirements And Restrictions

Weather Conditions

, . , 5C. 10 C ( ).

An Engineer shall forbide commencement of the Works whenfoggy and wet weather, or when the estimation is that workcommenced could not be completed before such weatheroccurrence. Also, works shall not commence if airtemperature is bellow 5oC. Work shall be interrupted whenthe temperature falls bellow 10oC during the day (onlyprofiling and compacting shall be completed).

in-situ Material Moisture Determination in-situ

.

. , .

Moisture contents in material to be recycled shall betested by Contractor. Moisture contents shall be testedearliest one weak before recycling work commencement.When in the meantime conditions for moisture alterationarise, measurement results shall be checked.

e Time Limitation

, .

, . 24 , 3

7

The maximal time between mixing of crumbled materialwith binder and new course compaction completiondepends on applied binder type. When two or three typesof binder are added, the time is limited to the binder with

shortest time allowed.

Road lime-24hours when moisture is maintained Cement - 3 hours Bitumen emulsion-before emulsion decomposition Foaming bitumen - 7 days when moisture is

maintained Specific chemicals - as directed by manufacturer

Preparation Before Recycling Commencement

Daily Work Schedule


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. probation mixing.

Chemical Binders

:

, .

Contractor shall determine chemical binder proportioningin one of following ways:

Mixing dry binder and water to get suspension thatwill be pumped into the room where mixing withaggregate will take place;

Previous mixing with additional aggregate inappropriate mixer, and afterwards adding suchmixture to the recycling mix.

Bitumen Based Binders

. 5C

.

, .

, , .

Bitumen based binders shall be pumped into mixingprocess from movable cistern. Cistern shall be equippedwith thermometer and heaters, able to keep temperaturewithin 5o C limits, compared to temperature prescribed.

Bitumen based binders, heated above maximaltemperature, shall not be used and shall be removed offsite.

Whenever foaming bitumen is used, foaming bitumencharacteristics shall be determined on sample taken fromcontrolling spreader, 5 minutes after recyclingcommencement using a new cistern.

Moisture Control of Recycled Material

, .

,

, .

, :

75% , , .

, 2%.

It is necessary to ad sufficient water quantity duringrecycling process to get necessary optimal moisturecontents.

Any work, possibly carried out with higher moisturecontents, shall be rejected, and Contractor is obliged tocorrect moisture by drying and material re-processing, onhis own expense, adding new binder, if cement is used.

Necessary moisture of recycled material duringcompacting shall be defined depending on binder applied.

Cement StabilizationMoisture contents during compacting shall exceed75% related to moisture of natural material whensaturated, without binder, computed by maximal dryvolume mass.

Non-Cement Binders And Materials RecycledWithout BinderMaterial water contents during compaction shall notbe over the optimal one, or bellow the same for morethan 2%.

Cold Recycling On Site

Recycling equipment shall be arranged and shall operateas to meet the following key requirements:


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. .

, 0.5 m .

For that reason it will be necessary to mark spots whererecycling was interrupted. Mark shall be positioned onposition where centre of cylinder with milling cutter waspositioned in the moment when water and binder additionwas interrupted.

The next recycling shall start shall begin after 0.5 mbehind that mark at least, as to assure continuity.

Compaction And Curing

Levels Control

.

, .

, .

, . :

Recycled material shall be spread over to refill the roomfrom which it is born.

Spreading shall be carried out by spreader, connected torear end of recycling machine, or by motor grader.Particular care shall take place to avoid material

segregation during spreading, when recycled materialcontains crumbled asphalt.

Levelling shall take place before completed compactionas to prevent fissures and scares on surface. The requiredlevelling shall be achieved by:

Previous spreader adjustment; Evening by motor grader

Compaction

,

.

, .>98%, :

,

(), 2%.

After spreading and levelling, the recycled course shall be

compacted by appropriate rollers to compactness asrequired. Rolling shall take place immediately. As soonas possible, all the time to necessary compactnessachievement. Compactness shall be >98%, and controlshall relate to: Average compactness, achieved with the entire

course thickness; Compactness in the bottom course third, which shall

not be under average compactness for course,diminished 2%

, Wetting, Final Arrangement And Curing

, , . , . 2% .:

The course surface shall be wet by a small water ordiluted bitumen emulsion quantity and compacted byrubber tread roller, as to achieve necessary texture. Thesurface of complete recycled course shall be maintainedwet, occasionally wetted. Spraying by bituminoussolutions or by any similar mater shall not be allowed aslong as course moisture contents would not be reducedfor at least 2% bellow moisture content when saturated.

On the course completed shall not be toleratedoccurrences as: Surface scaling; Surface with intense segregation of small-grain and

coarse material; Wrinkles or other manifestations that influence


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. course properties.

Trial Sections

, :

, ;

, ;

.

100 m . , , , .

Contractor shall deliver at the work commencement allmachinery and equipment intended to cold recycling

work on site, on foreseen section, as to:

Proof that he can carry out the recycling usingproposed equipment and technology in conformitywith presented requests;

Determine influence of recycling plant movementspeed and cylinder with milling cutter rotation speed,to grading of crumbled material;

Establish rolling follow up and manner as to achievefulfilment of minimal requirements for compactness.

Trial section shall be at least 100 m long and at least onetraffic lane wide, or at least as one half of carriageway.When any need for technology, equipment or materialsalteration arises, or if required quality might not befulfilled for materials alteration with existing layers, orfor any other reason, Contractor may be asked to continueon further trial sections before permanent workcommencement.

Protections And Maintenance

. , .

. , .

, , , , .

Contractor shall protect and maintain recycled coursecompleted as long as the new course or surface is notplaced. Apart of sporadic light wetting to prevent suddensurface drying, the maintenance shall comprise alsourgent repairs of damages or irregularities with course,and that shall take place as frequent as necessary. Repairsshall be carried out to assure flat and uniform surface ofrecycled course. Repairs shall charge Contractor, exceptwhen for early release to traffic some minor damages inthe form of wear and tear on surface. More seriousdamages may result from prolonged influence of trafficover recycled course, as a consequence of Contractorsdelay by next course placing, and repairs shall than

charge Contractor, if he could keep delay reasons undercontrol.

Quality Control

.

.

The first Contractors duty shall be to recycle the coursein conformity with requests and details of workspecifications. Contractor shall provide system of qualitycontrol with qualified personnel and all necessaryequipment for works follow up at any time.


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.

Quality Assurance Programme defines precisely sort andfrequency of some measurement and testing.

Work Process Control

,

( ) , . ():

, ,

. , .

Process control is related (but not limited) to routine

inspection, measurements and tests, which shouldconfirm that the course completed conforms to prescribedrequirements. Process control shall include (at least):

Cut lines marking and existing pavement surfacepreparation;

Quality and quantities of additional stone materialand its proper proportioning trough spreading onpavement surface ahead the recycler;

Binder participation and total quantity that was usedduring the work on each work strip;

Recycling depth trough the depth of cylinder with

milling cutter action; Check if water and liquid binder dosage is excluded

on surfaces that overlap previously treated surfaces;

Cylinder with milling cutter regularity of movement,related to marked line;

Visual assessment of recycled materialhomogeneousness;

Spread regularity, without material segregation; Moisture content in material on compacting; When using foaming bitumen, temperature control in

cistern and foam control on controlling sprayer.

If any problem would arise, immediate action oncorrection is necessary.

Geometry Control Of Recycled Course

Surface Levelling Control

50 .

: 9010mm (. 90%

10mm)

x 15 mm ( 15 mm )

Sample for control shall content at least 50 levellingrecords, taken on random points of surface to becontrolled.

Results of data analysis shall remain within followinglimits: H90 10 mm (i.e. at least 90%. of all measured

surface levels should deviate from levels designedwithin 10 mm limits, as a maximum)

Hmax15 mm (individual points should not deviatefor more than 15 mm from level designed)

Course Thickness

20 .

: 90% 20 mm ( 90%

Sample shall contain at least 20 thickness measurementresults of placed recycled course. Results shall remain

within following limits: D90% Ddesign - 20 mm (i.e. at least 90%. of all


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20mm)

/20 ( 20)

> 30 mm ( 30mm .

measured thickness should be equal or greater thanthickness designed, minus 20 mm)

Davg Ddesign - Ddesign/20 (average value ofthicknesses measured shall not be less than thicknessdesigned, diminished for designed thickness valuedivided by 20)

Dmin > Ddesign - 30 mm (minimal measured coursethickness, 30 mm less than designed, shall not exist).

Course Width

.

Recycled course width shall nowhere be smaller thanpropose with Design.

Surface Evenness

4 m,

. 10 mm

Surface finishing course evenness shall be checked byfour meters long straight edge, which shall be placed

perpendicular to road axis at each cross-section in threespots at least. Measurements shall take place beforereleasing to traffic and surface layer shall not deviatefrom rods edge more than 10 mm.

Criteria for measurement of executed works

( ) .

. .

:

In case of permanent attendance of layer without requiredquality (criteria for quality construction are notcomplied), the following mitigation of executed works onmatched area shall be applied.

If grading composition of material oversizes allowedzone, works shall be rejected and grading correctionmust be done. If further layers are constructed already,thay shall be rejected at all.

For variance of compactness ratio with respect torequired criteria, the following mitigation of worksshall be applied:

Effectuated CompactnessRatio

Percentage of mitigation

98% 97% 2-10% from 98% to 97% 2-10%97% 95% 10-50% from 97% to 95% 10-50%

95% 100% below 95% 100%

.

.

.

Variance of the surface level from designed centrelinealludes that variance in positive sence (+) are notallowed. All lower levels from designed alludedemolishing and repeated construction of layer orupgrading with material from next layer at Contractor'sexpense.

Variance of constructed layer thickness from designedthickness are allowed only if thickness of next layersare not threatened. Deficience layer thickness may be


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.3.3

R.3.3 GENERAL TECHNICAL

SPECIFICATIONS FOR ASPHALT

WORKS

Basic materials

45, 60, 90 50/90

- -

The following materials may be used for all types andpurposes of asphalt courses: Rock flour Crushed sand Crushed-stone aggregate Road bitumen BIT 45, BIT 60, BIT 90 Polymer bitumen PmB 50/90 Admixtures

- Polymer granules- Stabylizing fibers

Rock flour

1. JUS B.B3.045 JUSU.E4.014. 6.1

, .

Mineral filler for asphalt mixtures must be of carbonateorigin, quality class 1, according to JUS B.B3.045 and incompliance with the criteria stipulated in the standardJUS U.E4.014, Sub-Clause 6.1.

Exhausted mineral filler, produced during asphaltproduction that is made of eruptive stone aggregate maynot be used for asphalt mixture production.

Crushed sand

, .

(


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JUS U.E4.014 7,

JUSU.E9.021.

, 2/4, 4/8, 8/11, 11/16,16/22 22/32 mm, JUS U.E9..021 5., JUSU.E4.014 8.

JUS U.E4.014 10

JUSU.E9.021 7. () 0.5% -.

Los Angelesu

.

Eruptive stone with properties defined in JUS U.E4.014,table 7 shall be used in crushed-stone aggregateproduction for asphalt concrete, while stone withcarbonate origin may be used also for levelling and basecourses if produced stone aggregat conform requirementsdetermined in JUS U.E9.021.

Stone aggregate used in asphalt concrete mixtures may beof silicate or carbonate origin, with fractions 2/4, 4/8,8/11, 11/16, 16/22 and 22/32 mm, of grading compositionconforming to JUS U.E4.014/90, table 8, JUS U.E9.021,table 5.

Other properties of stone aggregate for wearing courseproduction must conform JUS U.E4.014, table 10, while

for bituminous base course and other courses mustconform JUS U.E9.021, table 7. If adhesion isunsatisfactory, an admixture for adhesion improvement(local abbreviation dope) shall be used in the amount of0.5% of bitumen quantity, or poliymer-bitumen shall beused as binder.

Aggregate selection depending on traffic load, crushingand wearing resistance (Los Angeles) and polishing ratiois shown in Table.

LosAngelesu, %(m/m)

VPK

LosAngelesu, %(m/m)

VPK

Los Angelesu,%(m/m)

, . 18 . 48 - - . 25 . 18 . 48 - - . 28 . 22 . 48 . 25 . 30 . 30 . 22 . 45 . 28 . 30 . 35 . 25 - . 30 - . 35

Fraction of crushed aggregateSilicate aggregate Carbonate aggregate

AC AC BBCGroup of traffic load

Crushing andwearing resistanceby Los Angeles,

%(m/m)

Polishing ratio(VPK)

Crushing andwearing resistanceby Los Angeles,

%(m/m)

Polishing ratio(VPK)

Crushing and wearingresistance by LosAngeles, %(m/m)

Highway, very heavy max. 18 min. 48 - - max. 25Heavy max. 18 min. 48 - - max. 28Mean max. 22 min. 48 max. 25 min. 30 max. 30Light max. 22 min. 45 max. 28 min. 30 max. 35Very light max. 25 - max. 30 - max. 35

"

Valid certificate obtained from accredited laboratorymust be provided for stone aggregate according to


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" .14 19.06.1987.

"Direction about obligatory attesting of fractioned stoneaggregate for asphalt and concrete" published in SFRJOfficial gazette No.14 from 19.06.1987.

Binder

45, 60, 90

, . 45, 60 90 JUSU.M3.010.

-

- SBS- 50-90S

NORM B3613(Elastomer-modifizierte Bitumen fr den Strassenbau -Anforderungen), . PmB 50/90 YU EN14023

Standardized road bitumens BIT 45, BIT 60, BIT 90

Type of bitumen is determined by design, depending ontraffic load, climate and position of course in pavementstructure. Bitumens BIT45, BIT 60 and BIT90 shall beused, which must conform criteria for BIT45, BIT60 andBIT90, given in JUS U.M3.010.

Polymer-bitumen

The binder shall be polymer-modified bitumen, based onSBS-polymers, type 50-90S, in accordance with Austrian

specification NORM B3613 (Elastomer-modifizierteBitumen fr den Strassenbau - Anforderungen), and withcharacteristics as given in following table.

50-90

Test

PmB50-90C

Testing

Methods

25C(1/10 mm), (100g/5s)

50 - 90 JUS B.H8.612 Penetration at 25oC(1/10 mm), (100 g/5s)

50 90 JUS B.H8.612

,(C) > 65 JUS B.H8.613 Softening point as per PK,(oC ) > 65 JUS B.H8.613

(C) 50 JUS B.H8.615 Clevelendu,(C )

>250 2592

Burning point as per Cleveland,

( oC )

>250 DIN ISO 2592

25C, (%)

>80 C 9219 Reversible elastic deformation

at 25oC,%

>80 NORM C9219

, , (C)


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Stabilizing fibers

. .

: 80% 5 min 220 0C 7% 6.35mm 20 70 0.063 25 72 0.09 45 80 0.25 75 90 0.71 8% 20-40 kg/m3 0.005 mm

Stabilising Additives are materials added to the asphaltmixture to inhibit the loss of bituminous binder. Commonlyused additives are cellulose fibres.

The fiberes in loose form or the loose fibers to be used inpellets shall meet the foolowing requirements: Cellulose content min. 80% Loss of weight after 5 min at 220 0C less than 7% aximum lenght of 6.35 mm 20 to 70 percent passing 0.063 25 to 72 percent passing 0.09 45 to 80 percent passing 0.250 75 to 90 percent passing 0.710 Moisture Content less than 8 percent Bulk Density 20 - 40 kg/m3Fiber Thickness maximum of 0.005 mm

Preliminary testing

Preliminary tetsting of asphalt mixture

. .

6 " ", .. 41/1987. .

: ,

,

, , , -

, ,

.

e

Before work commencement, the Contractor is obliged tosubmit to the Engineer for approval preliminary asphaltmixture design prepared in authorized laboratory. Thisdesign must be fully in accordance with this TechnicalSpecification and in accordance with Pavement structuredesign. It is necessary to supplement attests oncomponential materials with Report on preliminary

asphalt mix, where attests shall not be older than 6months. For stone material a valid attest shall bepresented, issued by authorized Laboratory, as requestedby "Directive on obligatory attesting fractioned rockaggregate for asphalt and concrete" Official Gazette ofSFRY, No. 41/1987.

Report On Preliminary Asphalt Mix shall present:

Data on componential materials origin, quality andcharacteristics;

Attests on componental materials; Percentage participation of stone material fractions

with both mineral and asphalt mixture; Grading composition of mineral mixture; Diagram of changes in physical-mechanical

properties of asphalt mixtures, depending on bindercontents.

Rheological properties of asphalt mix probe samples; Optimum binder contents;

Percentage participation of particular fractions shall bedetermined with preliminary mixture while gradingcomposition must be within following limits dependingon asphalt mixture type:


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0.09 0.25 0.71 2 4 8 11.2 16 22.4 31.5 45

0/32 2-15 5-23 9-30 15-40 27-56 37-68 47-80 59-96 72-100 87-100 100 LBBC 0/220/32 3-12 5-18 9-27 17-40 24-52 34-68 42-78 53-90 70-100 97-100 100 BBC 0/320/32s 4-10 7-15 12-23 20-35 29-46 41-62 50-71 61-82 76-94 97-100 100 BBC 0/32s0/22 4-14 7-37 12-53 21-65 30-74 44-85 54-92 70-100 97-100 100 BBC 0/220/22s 5-11 8-17 13-27 24-40 34-53 50-70 61-81 75-94 97-100 100 BBC 0/22s

0/16 5-12 9-30 15-40 26-55 38-70 58-88 74-98 95-100 100 BBWC 0/168 4-12 11-27 20-41 38-56 56-74 96-100 100 AC 811 3-12 8-28 16-38 31-54 49-69 75-90 97-100 100 AC 1111s 3-11 8-18 16-30 31-48 49-65 75-87 97-100 100 AC 11s16 3-12 8-25 15-36 27-49 40-62 60-80 74-90 97-100 100 AC 1616s 3-10 8-17 15-28 27-43 40-56 60-75 74-86 97-100 100 AC 16s22s 2-8 7-14 11-23 20-36 30-47 46-64 57-75 72-87 97-100 100 AC 22s0/11 9-13 13-17 16-22 20-30 25-40 45-75 90-100 100 SMA 0/11

.

:

.

( ) -.

-

,

, , :1.

( )

2.

3. ()

4. :

-

Production and placing of asphalt mixture shall not takeplace before the preliminary mixture was submitted toDesigner and Engineer for approval by Contractor.

Basic requirements that shall be met at producing thepreliminary mixture are: To use materials of same or better quality that is

determined in Pavement structure design. To effectuate the closest possible grain size

distribution of mineral mixture to the designedgrading composition (aimed grain size distributionline) and the requirements of corresponding standardsJUS.

To effectuate corresponding values of physical-mechanical properties of the mixture to the designedrequirements.

In that sense it is assumed and required, (after final selectionof mineral stone material and bitumen by the Contractorand their approval by the authorized institution that shallproduce the preliminary mixture), to design preliminaryasphalt mixtures for all asphalt courses as followingprocedure:

1. Analytical design of preliminary mixture withprocedure used by Pavement strucutre designerwith evaluation of designed properties of mineraland asphalt mixture and fundamental mechanical

properties (testing of values taken at pavementstructure dimensioning).

2. Making of the preliminary mixture in the authorizedinstitution.

3. Analysis of the realized preliminary mixture byanalytical methods (the same as in the stage one)with the purpose of testing the match of designedsolution for the pavement structure with the actualasphalt mixture.

4. To confirm mechanical properties of asphalt mixtureas follows: Resistance to rutting;

Resistance to cracking-Fatigue test; Tensile strength and Stiffness Modulus;


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Trial section

.

,

, . .

. .

.

( ) , . .

,

, .

:

-

, .

.

Before work commencement, trial section must beconstructed. Trial section serves as argument that it isposssible to construct asphalt course with quality

determined with design using by job- mix andappropriate construction technology. Job-mix formulamust be prepared in form of written report.

Before beginning of trial section construction, job-mixformula must be prepared. Job-mix formula serves asargument that it is possible to produce asphalt mixture onasphalt plant with quality designed in preliminarycomposition of asphalt mixture. Postulate for job-mixproduction is inspection of quality of componentalmaterials that are stored on asphalt plant.

Based on results from trial section (verification ofconditions and criteria deternined in Design forappropriate mixture type), job-mix formula, equipmentfor construction and procedure of asphalt mix placingshall be adopted. Adopted mixture and procedure ofplacing may not be changed during the works.

When any change in basic materials appears, or thematerial choice is changed, or equipment and tecnologyof construction is changed during construction, theContractor shall submit to Designer and Engineer inwritten form the alteration of previously determined

asphalt mixture, i.e. shall propose a new mixture forapproval before commence the use of such materials andpractise complete procedure of job-mix adoptation ontrial section.

Production of asphalt mixture can be adopted as provedif testing of at least three asphalt mixture samplessampled from continous production gives the followingresults: grading composition of stone mixture is within

allowed limits; binder content for each sample is within allowed

variance compared to values represented in

preliminary asphalt mixture composition; Physical-mechanical properties of all samples

comply designed requirements;

In case that job-mix on asphalt plant can not frame withallowed variance completely, it is necessary to correctpreliminary composition of asphalt mixture withDesigner's approval. If preliminary composition ofasphalt mixture can not be proved on asphalt plant by thereasons of significant differences in composition andproperties of componental materials on asphalt plant orspecific asphalt plant, preliminary composition of asphaltmixture must be redesigned.


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:

, , ,

.

.

, , . , .

During construction of trial section, the following itemsshall be controled: asphalt mixture transport method, temperature during rolling, method of placing, compaction

evenness of constructed surface.

Quality of trial section can be adopted as proved iftesting of at least three asphalt mixture samples sampledplaced asphalt course results with satisfactory propertiesin accordance with required criteria.

Validation of trial section, with testing results, shall beprepared in form of written report. Based on provedquality of probe production and trial section, Engineershall approve work commencement in written form.

Construction technology

Production and transport of asphalt mixture

. 60 t/h . 150 C,

165 C. 15C, 160C (165C ) 10C, 175C. , . 2 . .

Production of asphalt mixture shall be carried out bymachinery in the production plant. Discontinuous plantwith minimal production capacity of 60 t/h shall be used,automatic dozing of all components and productioncontrol provided. Bitumen temperature in cisterns on theasphalt base shall be optimum 150oC and the most165oC. Temperature of the aggregate shall not exceed thebitumen temperature by more than 15oC and the asphalt

mixture temperature at the exit from the mixing plantbecause of using polymer granules shall be optimum160oC (165oC if polymer bitumen or polymer granulesare used) 10oC and the most 175oC. Immediately afterthe production, the asphalt mass shall be transporteddirectly to the site of placement. Duration betweenproduction and placing of asphalt mixture may notexceed two hours. Transport of asphalt mixture shall bewith vehicles with covered box to protect mixture fromexternal impacts.

Base preparation

. .

. 24 .

Prior to placement of asphalt layer the Engineer shallscreen the centerline and base evenness. On the partswhere surface of the base layer is higher than designed itis necessary that the Contractor repair the base accordingto the requirements of the design.

Placing of asphalt mixture on base made of mechanicallystabilized grain material may begin if base is tested andapproved by Engineer. Time gap between base testingand asphalt mixture placing may not exceed 24 hoursand during this period, vechicle motion on tested baseshall not be allowed. Before placing of bituminous basecourse, base made of unbound stone material shall be


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- . . 800 m2.

2 . , .

( , ...) . . 24 .

- PmB KN-50 PmB KN-60 200 (PmB) m2. 2-3 , .

cleaned and may not be frozen. All free grains must beremoved from base surface. Base shall be sprayed withemulsion in quantity of 800gr of emulsion per squaremetre. Construction of asphalt base course over sprayedbase mayt begin two hours after complete emulsionpenetration into base. On asphalt surface sprayed with

bituminous emulsion any kind of traffic is not allowed.

Existing pavement shall be cleaned with mechanicalresources (steel brushes, compressors...) and thanwashed with water under pressure. After pavementwashing and drying, emulsion shall be applied. Timebetween pavement washing and emulsion appiance maynot exceed 24 hours.

Placing of asphalt mixture on base made of asphalt may

begin if base is dry and sprayed with polymer modifiedbituminous emulsion PmB KN-50 (or 60) in quantity of200 gr of binder per square metre. Spraying must beginat least 2-3 hours between asphalt placing to providewater evaporation and bound between bitumen part andbase.

Placing of asphalt mixture

, .

.

, +100C +5C . , , , .

. 140C (150 0C PmB 1650CSMA)175C. . .

SMA 9t.

.

Placing of asphalt mixture may begin after Enginer'sapproval of both trial section report and report aboutexecuted probes. Procedure of placing adopted on trial

section may not be changed, except under earlierdetermined conditions.

Placement of asphalt mixture shall be performed onlyunder favorable weather conditions, base and airtemperature shall be higher than +10oC in case of asphaltbase and +5oC in case of unbound material base. Underspecific weather conditions, such as strong wind, theEngineer can interrupt works even at temperatures higherthan mentioned, if there is a doubt that under suchconditions work shall not be performed according toquality requirements. Asphalt mixture temperature on the

spot of placement shall not be lower than 140oC (150 0Cfor PmB or 1650C for SMA) and higher than 175oC.Placing of asphalt mixture is forbidden in case of rainyor foggy weather. Spreading of asphalt mixture shall bedone by machinery after which predetermined regime ofrolling immediately has to be applied as to achieve therequired compaction of asphalt layer. Other details ofplacement technology are indicated in the JUS standards.

For compacting SMA course, steel-tread rollers shall beapplied exclusively, weighing more than 9 tons. Use of

combined rollers shall not be allowed, nor use of rubber-wheel rollers. Vibrations during compaction shall not be


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(- ).

,

, . .

.

5 .

.

. -PmB KN-50 (60),

.

4 . ( )

.

( ) (, ,

). 20 cm. ( 1200C). ( )

.

. 10 mm. 20, 5 mm . 25mm 50 mm. 10 mm . - +5C. .

allowed, except along joints immediately after mixturespreading (high frequency-low amplitude).

A delivery note, signed by Engineer, shall be submittedwith each delivered truck, with data about mass,

temperature and loading time. No placing of deliveredasphalt mix shall not be allowed if the delivery note ismissing.

Required quantity of asphalt mixture must be provided infront of paver to avoid halt during construction. Eachinterupt during construction longer than 5 minutes shallbe taken as moment of forming of transverse joint.

Transverse joint shall be formed in paver full workingwidth. Joint spot must be treated by vertical cutting at

whole depth. Joint must be sprayed with polymermodified bituminous cation emulsion PmB KN-50 (or60), than wait to water evaporation completed and thancontinue with works on new course or apply bands forjoints. Longitudinal evenness shall be controlled at jointspot with 4m long straigth edge and no variance isallowed. Homogenity and compactness of asphalt courseshall be controlled at joint spot also by sampling (onehalf of sample is ahead, apropos beyond joint line) andboth difference in image and setup of joint andcompaction quality versus normally constructed courseis not allowed.

Longitudinal joint of wearing course (if works are notexecuting in full width) must overlap with road markinglocation (pavement centreline, demarcation betweendriving and overtaking lane, demarcation betweendriving and emergency lane). Longitudinal joints oflower, previous courses must be relocated with referenceto wearing course joint for 20cm. Longitudinal jointmust be constructed by hot procedure (temperature atcontact location must exceed 120 oC). If this is notpossible, joint shall be constructed by cold procedurewith previously treated joint (joint edge must be vertical)and appliance of joint bands .

Joint bands are bituminous thermo-plastic profiles,mechanically produced, which stick on existing asphalt.Band thickness is 10 mm.

Band shall be placed vertically or inclined 20o; bandheight shall be 5 mm above course elevation. Bands aremostly 25 to 50 mm wide. Bands thickness is 10 mm andshall not be increased. Bands shall be placed under sameweather condition as defined for asphalt when dry andair temperature above +5oC.


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Period of placement

15.04. 15.10 01.04. 01.11.

.

Wearing asphalt course can be placed only within theperiod from 15.04 to 15.10 and bituminius base courseonly within the period from 01.04 to 01.11. Placement of

asphalt mixture in other period is possible only if longerfavourable period is expected and if approved byEmployer.

Quality control

, .

, .

(Quality Assurance Programme) .

:

Contractor shall perform tests in order to have betterinsight, at every stage, into the quality of componentmaterials as well as into produced and placed asphaltmixtures so that, if need arises, certain interventions canbe done during the production process to ensurecontinuous production of prescribed quality.TheContractor shall on the basis of the results of tests

control the production process and asphalt mixtureplacement to ensure uniform quality of the asphalt layerwithin Technical Specifications.

Control tests of executed works quality shall be carriedout by the Contractor as part of his Quality AssuranceProgramme in order to obtain a real measure of theachieved quality of the asphalt layer to ensure that itsatisfies the Technical Specification.

Control tests shall include:

control tests of component materials control tests of the produced asphalt mixture control tests of the placed asphalt layer

.

.

JUS U.M3.090.

The smallest size of testing implies predsecribed testingexecution once in a day for produced asphalt mixture,appropos once in a week for componental materialsregardless of production size.

Quality control of placed layer shall be on samplessampled of constructed layer, Sampling shall be inaccordance with standard JUS U.M3.090.

, 20 % .

150mm. :

-

- -

Heigth, cross-fall and level of constructed layer shall becontroled at least 20% of data surveyed by Contractorduring control of layer construction.

Rheological properties of constructed asphalt layer shallbe tested on samples from pavement, diametre 150mm ofconstructed layer. The following properties shall betested: Resistance to rutting-Dynamic creep test Resistance to cracking-Fatigue test Tensile strength and Stiffness Modulus-Indirect

tensile test


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Criteria for measurement of the performed works

Evenness of the layer surface

,

30 m.4 m (, ,). Bump. :

The Contractor shall perform measurement on cross-falls

and the distance between them shall not be greater than30 m. Measurements shall be done by 4 m straight edge(left, right, middle). Finishing course shall be controlledwith Bump integrator also. The criteria are as follows:

IRI 4 m

< 2.5 0 4 mm 0 8 mm 0%2.5-3.0 4 10 mm 8 12 mm 5-25%> 3.0 > 10 mm > 12 mm 100%

Wearing courseIRI Straight edge 4m long

Leveling and basecourses

Deduction ratio depending on value ofassociated layer surface

< 2.5 0 to 4 mm 0 to 8 mm 0%2.5-3.0 4 to 10 mm 8 to 12 mm 5-25%> 3.0 > 10 mm > 12 mm 100%

ross-fall

0.1%. .

20%.

Cross-fall of the placed layer of asphalt concrete can varyfrom the designed at most 0.1%. Measurement shall beat three spots on profile at least.

In case of larger deviation executed works must becorected or deducted for 20%.

Variance of the surface level from the designed centreline

0 -10 mm. a 0 -5 mm .

. .

Approved height of the surface of the wearing layer canvary from the designed from 0 to the most -10mm forbase and leveling courses and from 0 to -5mm forwearing courses.

In case of larger deviation Contractor submit repairmeasures. In case that Contractor did not repair thisworks, no-quality works shall be rejected completely.

Horizontal variance of the edge of the placed layer

25 mm.

.

.

Approved horizontal variance of the left and right edgefrom the designed can be at most 25mm.

In case of larger deviation Contractor submit repairmeasures. In case that Contractor did not repair this

works, no-quality works shall be rejected completely.


47/100


48/100

Roads Directorate


98%. at least 98.0%

Realized compaction ration Deduction ratio dependingon value of associated

layer surface97% 95% 2-10% from 97% to 95% 2-10%

95% 93% 10-50% from 95% to 93% 10-50%93% 100% bellow 93% 100%

Lost Voids Contentin Core taken from pavement

Criteria for acceptance of Works is achieved content oflost voids in pavement that must be equal to percentageof lost voids that Pavement Structure Designer usedduring the calculation of the same

1 2% 5 25%, ;

2 3% 25 50%;

3% , .

When lost voids exceed planned values for 1-2%, thevalue of wearing course shall be reduced for 5-25% ofsurface covered by sample.

When lost exceed plannedvalues for 2-3%, the valueof wearing course shall be reduced for 25-50% ofsurface covered by sample.

When lost voids exceed planned values formore than3%, work shall not be accepted for the area covered bysample tested

Roughness and adherence of the layer

, . JUS U.C4.018. . .

The surface of the wearing course shall be rough, adhere

well and resistant to slipping. The properties shall betested according to the standard JUS U.C4.018. Worksshall be rejected completely if wearing course friction isabove allowed values. In case of larger deviationContractor submit repair measures. In case thatContractor did not repair this works, no-quality worksshall be rejected completely.

Cumulative deductions

.

Cumulative deductions for stated non-quality representsum of all particular deductions. Works can be acceptedcompletely if Contractor at his own expenditure repairs

non-quality works with submitted procedure approved byEmployer.


49/100

Roads Directorate


.3.4

R.3.4 LOWER BITUMINOUS BASE COURSE

Description

, ,, , , .

This item of works includes material provision,production, spreading, placing and compaction of asphaltmixture by hot procedure made of bitumen and mineralaggregate in one course of designed thickness, apropos inaccordance with levels, dimensions and eventuallyspecific requirements presented in Design.

Materials

: 0-4 ,

> 4 60, 45

Componental materials for lower bituminous base coursemade of bituminous material are: Rock flour of carbonate origin Crushed-stone aggregate 0-4 mm,

Crushed-stone aggregate > 4 mm, Bitumen BIT60, BIT 45

, , , Construction, Quality, Testing

.

.

Contractor is responsible to follow all obligationsmentioned under "General Technical conditions forasphalt works" for mentioned product type. In case ofpermanently non-quality executed works, rules from"General Technical conditions for asphalt works" underitem "Calculation of non-quality executed works" shall beapplied.


(12) , , .

Measurement and payment shall be per square metre(1m2) of completed work, including all labour andmaterial, in accordance with required quality regulatedwith this Technical Specifications.


50/100

Roads Directorate


.3.5

R.3.5 BITUMENOUS LEVELING COURSE

Description

, ,, , . =2*. =4*. .

This item of works includes material provision,production, spreading, placing and compaction of asphaltmixture by hot procedure made of bitumen and mineralaggregate in one course of designed thickness, apropos inaccordance with levels, dimensions and eventuallyspecific requirements presented in Design. Selection ofbitumenous material type is in function with minimal andmaximal layer thickness. Minimal layer thickness ismin=2*Dmax, while maximal layer thickness may notbe larger then max=4*Dmax. In case that actual layerthickness is larger then allowed, leveling course must beconstructed in several layers.

Materials

: 0-4 mm, > 4 mm 60, 45

Componental materials for leveling bituminous basecourse made of bituminous material are: Rock flour of carbonate origin Crushed-stone aggregate 0-4 mm, Crushed-stone aggregate > 4 mm, Bitumen BIT60

, ,, Construction, Quality, Testing

.

.

Contractor is responsible to follow all obligations

mentioned under "General Technical conditions forasphalt works" for mentioned product type. In case ofpermanently non-quality executed works, rules from"General Technical conditions for asphalt works" underitem "Calculation of non-quality executed works" shall beapplied.


(13) , ,

Measurement and payment shall be per cubic metre(1m3) of completed work, including all labour andmaterial, in accordance with required quality regulatedwith this Technical Specifications.


51/100

Roads Directorate


.3.6 R.3.6 BITUMENOUS BASE COURSE

Description

, ,

, , . .

This item of works includes material provision,

production, spreading, placing and compaction of asphaltmixture by hot procedure made of bitumen and mineralaggregate in one course of designed thickness, apropos inaccordance with levels, dimensions and eventuallyspecific requirements presented in Design. Selection ofmaterials type is determined with Design, apropos rulingregulations.

Materials

:

0-4 mm, > 4 mm

60

Componental materials for base course made ofbituminous material are: Rock flour of carbonate origin

Crushed-stone aggregate 0-4 mm, Crushed-stone aggregate > 4 mm, Bitumen BIT60

, , , Construction, Quality, Testing

.

.



(m2), , .



52/100

Roads Directorate


.3.7

R.3.7 BITUMENOUS BASE COURSE WITH

POLYMERS

Description

, ,, 04 0.6% . .

This item of works includes material provision,production, spreading, placing and compaction of asphaltmixture by hot procedure made of mineral aggregate andwith polymer bitumen or with road bitumen with aditionof polymer granulae in quantity of 0.4-0.6% regardingasphalt mixture in one course of designed thickness,apropos in accordance with levels, dimensions andeventually specific requirements presented in Design.Selection of materials type is determined with Design,apropos ruling regulations.

Materials

: 0-4 mm, > 4 mm PmB 50/90 60

Componental materials for base course made ofbituminous material are: Rock flour of carbonate origin Crushed-stone aggregate 0-4mm, Crushed-stone aggregate > 4mm, Binder PmB 50/90 or binder BIT 60 with polymer

granulae

, , Construction, Quality, Testing

.

.

Contractor is responsible to follow all obligationsmentioned under "General Technical conditions for

asphalt works" for mentioned product type. In case ofpermanently non-quality executed works, rules from"General Technical conditions for asphalt works" underitem "Calculation of non-quality executed works" shall beapplied.


(2), , .

Measurement and payment shall be per square metre (m2)of completed work, including all labour and material, inaccordance with required quality regulated with thisTechnical Specifications.


53/100

Roads Directorate


.3.8

()

R.3.8 WEARING COURSE OF BITUMENOUS

MATERIAL (BNHS)

Description

, ,, , .

This item of works includes material provision,production, spreading, placing and compaction of asphaltmixture by hot procedure made of bitumen and mineralaggregate in one course of designed thickness, apropos inaccordance with levels, dimensions and eventuallyspecific requirements presented in Design.

Materials

:

0-4 mm, > 4 mm

60

Componental materials for wearing course constructionare: Rock flour of carbonate origin

Crushed-stone aggregate 0-4 mm, Crushed-stone aggregate > 4 mm, Bitumen BIT60


.

.



(2) ,

Measurement and payment shall be per square metre(m2) of completed work, including all labour andmaterial, in accordance with required quality regulatedwith this Technical Specifications.


54/100

Roads Directorate


.3.9

R.3.9 ASPHALT CONCRETE WITHOUT OR

WITH POLYMER, LEVELING COURSE

Description

, ,, 04 - 0.6 % , e . () .

This item of works includes material provision,production, spreading, placing and compaction of asphaltmixture by hot procedure made mineral aggregate androad bitumen or with polymer bitumen or with roadbitumen with adition of polymer granulae in quantity of0.4-0.6% regarding asphalt mixture in one course ofdesigned thickness, apropos in accordance with levels,dimensions and eventually specific requirementspresented in Design. Type of binder (with or withoutpolymer) is determined in Design.

Materials

:

0 - 4 mm > 4 mm

- 60- PmB 50/90- 60

Componental materials for leveling course constructionare: Rock flour of carbonate origin Crushed-stone aggregate 0-4 mm, Crushed-stone aggregate > 4 mm, Binder

- BIT 60- PmB 50/90- BIT 60 with polymer granulae


.

.

Contractor is responsible to follow all obligations

mentioned under "General Technical conditions forasphalt works" for mentioned product type. In case ofpermanently non-quality executed works, rules from"General Technical conditions for asphalt works" underitem "Calculation of non-quality executed works" shall beapplied.


m3 ,

Measurement and payment shall be per cubic metre (m3)of completed work, including all labour and material, inaccordance with required quality regulated with thisTechnical Specifications.


55/100

Roads Directorate


.3.10 R.3.10 ASPHALT CONCRETE, WEARING COURSE

Description

, ,

, , .

This item of works includes material provision,

production, spreading, placing and compaction of asphaltmixture by hot procedure made of bitumen and mineralaggregate in one course of designed thickness, apropos inaccordance with levels, dimensions and eventuallyspecific requirements presented in Design.

Materials

:

0-2 , >2

60

Componental materials for wearing course constructionare: Rock flour of carbonate origin Crushed-stone aggregate 0-2mm, Crushed-stone aggregate silicate origin > 2 mm,

Bitumen BIT60


.

.



(m2),



56/100

Roads Directorate


.3.11

R.3.11 ASPHALT CONCRETE WITH POLYMER,

WEARING COURSE

Description

, ,, 04 06%

, .

This item of works includes material provision,production, spreading, placing and compaction of asphaltmixture by hot procedure made mineral aggregate andwith polymer bitumen or road bitumen with adition ofpolymer granulae in designed quantity of 0.4-0.6%regarding asphalt mixture in one course of designedthickness, apropos in accordance with levels, dimensionsand eventually specific requirements presented in Des

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