SECTION 200 – MATERIALS AND TESTING OF MATERIALS

201 SCOPE OF SECTION.................................................................................................................................. 3

202 TESTING BY THE CONTRACTOR.......................................................................................................... 3

203 ATTENDANCE ON THE ENGINEER.......................................................................................................3

204 APPROVAL OF SOURCES OF SUPPLY..................................................................................................3

205 ACCEPTANCE STANDARDS OF MATERIALS......................................................................................4

206 GENERAL REQUIREMENTS.................................................................................................................... 4

207 SOILS AND GRAVELS............................................................................................................................... 4

208 AGGREGATES............................................................................................................................................ 4

Crushed stone and gravel of dense rocks……………………………………………………………..4Sand…………………………………………………………………………………………………...5Sand-gravel mixtures………………………………………………………………………………….5Crushed stone-gravel mixtures………………………………………………………………………..5

209 ASPHALT CONCRETE.............................................................................................................................. 6

210 VISCOUS BITUMINOUS BINDERS.......................................................................................................... 6

211 LIQUID BITUMINOUS BINDERS............................................................................................................. 7

212 BITUMINOUS EMULSIONS...................................................................................................................... 7

213 MINERAL FILLER FOR ASPHALT COCNRETE MIXTURES..............................................................7

214 CEMENT...................................................................................................................................................... 8

215 CONCRETE................................................................................................................................................. 8

216 REINFORCEMENT..................................................................................................................................... 8

217 REINFORCED CONCRETE CULVERTS AND ELEMENTS..................................................................9

218 BRIDGES...................................................................................................................................................... 9

219 ROAD MARKINGS................................................................................................................................... 11

220 ROAD SIGNS............................................................................................................................................. 11

221 EDGE MARKER POSTS, KILOMETRE POSTS AND GUARDRAILS................................................12

222 TRIALS TO CONFIRM COMPLIANCE WITH SPECIFICATIONS....................................................13

A LABORATORY TRIALS.................................................................................................................................... 13B SITE TRIALS................................................................................................................................................... 13

223 CONSTRUCTION CONTROL TESTING FOR EARTHWORK AND PAVEMENT LAYERS AND BACKFILL TO DRAINAGE WORKS AND STRUCTURES..............................................................................14

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224 FREQUENCY OF TESTING..................................................................................................................... 15

A CALIBRATION OF NUCLEAR DENSITY TESTING EQUIPMENT...............................................................................15B Test frequency requirements......................................................................................................................... 15

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201 201 SCOPE OF SECTIONThis Section covers the type, frequency, and methods of testing required for the selection and control of the quality of materials, for the control of workmanship, and for field trials and construction control testing.

202 TESTING BY THE CONTRACTORThe Contractor shall provide, use, and maintain a laboratory on the Site throughout the period of execution of the Works and until such time as a Taking-Over Certificate for the whole of the Works has been issued.

The Contractor shall provide competent staff and sufficient equipment for performing such sampling and tests as may be required for the selection and control of the quality of materials, for the control of workmanship, and for field trials and construction control testing in accordance with these specifications. The frequency of the Contractor's testing shall be in accordance with his Project Quality Control Plan and not generally less than the guidelines set out in this Section of the Specification unless otherwise agreed by the Engineer.

The Contractor shall carry out tests on all materials to be incorporated in the Works, on all work submitted for approval before covering up, and on all finished work. The Contractor shall provide copies to the Engineer of the results of such tests before submitting materials and work to the Engineer for approval.

In certain circumstances, tests may be carried out at the place of manufacture or may be required to be carried out at external independent testing laboratories. In all such cases the Contractor shall furnish manufacturers’ test data in its original form.

The Engineer shall be allowed unrestricted access to the Contractor’s sampling operations, testing facilities, equipment, and records of test results. The Engineer shall have the rights to witness all tests and to instruct tests supplementary to the Project Quality Control Plan to be performed by the Contractor, including the testing of manufactured products at their place of manufacture.

203 ATTENDANCE ON THE ENGINEERThe Contractor shall provide all assistance, labour, and transport to enable the Engineer to carry out independent sampling, field tests, and laboratory tests in the Engineer’s independent off-site laboratory.

204 APPROVAL OF SOURCES OF SUPPLYBefore placing any order for materials and manufactured articles for incorporation in the Works, the Contractor shall submit to the Engineer the names of the firms from whom he proposes to obtain such materials and manufactured articles together with a description of the materials and manufactured articles to be supplied, their origin, the manufacturer's specification, quality, weight, strength and any other relevant details. The Contractor shall provide the Engineer with samples of such materials and manufactured articles and, where appropriate, shall provide manufacturer's certificates of recent tests carried out. Where the Contractor proposes alternative materials to those specified under the Contract the Contractor shall demonstrate to the Engineer’s satisfaction that the proposed alternatives are at least equivalent to those specified under the Contract including comparative testing and trials.

Materials and manufactured goods may be incorporated in the Works as soon as the individual sources have been approved in accordance with the above but the Contractor shall provide further test certificates during the course of the Works as may be required by the Engineer to demonstrate continuing compliance with contract requirements.

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205 ACCEPTANCE STANDARDS OF MATERIALSAll materials used in or upon the Works shall comply with these specifications and shall be acceptable to the Engineer. Where so specified, the material shall comply with the Standard Specification named or with an approved alternative Standard Specification in accordance with the requirements of Section 100 of this Specification.

206 GENERAL REQUIREMENTS

These Technical Specifications meet the requirements of the Typical Technical Specifications for Construction and Repair of Roads, approved by the Committee on Constrction at the Ministry of Trade and Industry of the Republic of Kazakhstan on 25 December 2003, and the standards of the Republic of Kazakhstan.

207 SOILS

Requirements to soils and testing methods are given below:

GOST 5180-84-Moisture content-Liquid Limit -Plastic Limit -Density -Dry Density -Particle Density

GOST 12536-79-Gradation

GOST 22733-2002-Maximum density

208 AGGREGATESRequirements to stone materials and testing methods are given below:

Crushed stone and gravel of dense rocks:

GOST 8269.0-97-gradation-content of crushed particles-content of clay and other fine grained material-frost resistance-natural density-density in-situ

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-voidswater-absortion-moisture content-clay content in lumps of soil-contents of plate and needle shahaped particles-crushability-contents of weak particles

Sand:GOST 8269.0-97-gradation -content of clay in sand lumps-content of clay and other fine grained materials-natural density-in-situ density and voids-Moisture content

Sand-gravel Mixtures:GOST 8269.0-97-gradation

For gravel:

GOST 8269.0-97-Strength (crushability)-content of weak particles-frost resistance (-18 + 2) oC-content of clay and silt-clay content of soil lumps

For sand:GOST 8735-88-Gradation-content of clay and other fine grained materials-clay content of soil lumps Crushed stone-gravel mixtures:GOST 8269.0-97-Gradation of crushed stone and mixture-contents of plate and needle shahaped particles-crushability of crushed stone and gravel-contents of crushed particles in gravel crushed stone -in-situ density

GOST 25607-94-content of clay and other fine grained materials, and clay contentin lumps-water resistance of crushed stone and gravel-plasticity-coefficient of permeability

GOST 8267-93-Radioactivity

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209 ASPHALT CONCRETE Asphalt concrete and its testing is regulated by:

GOST 12801-98-porosity of mineral part-water saturation-compressive strength-water resistance-long term water resistance-gradation -bonding of bitumen to the mineral particlesblocking property of cold mixestemperature of mixes-compaction coefficient of asphalt concrete in-situ-fracture resistance-shear resistance

210 VISCOUS BITUMINOUS BINDERS

-Penetration GOST 11501-78-ductility GOST 11505-75*-softening point and GOST 11506-73*-change of softening point after heating up GOST 11506-73-breaking point GOST 11507-78*-flash point GOST 4333-87*

-weight change afer heating up GOST 18180-72*-penetration inex GOST 22245-90

211 LIQUID BITUMINOUS BINDERS

-flash point in open bowl GOSТ 4333-87*-conditional viscosity GOST 11503-74*-quantity of evaporated dilutant GOST 11504-73*-softening point after determination of remaining GOSТ 11506-73* evaporated dilutant-bonding to marble or sand GOST 11508-74

212 BITUMINOUS EMULSIONS

GOST 18659-81-Content of bitumen and emulsifying agents-Mixing of emulsion with mineral materials

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-Homogeneity-Conditional viscosity-Bonding of binder to mineral materials-Transportability-Penetration

-Ductility (for bitumen separated from emulsion) GOST 18659-81GOST 11505-75*

-Softening point (for bitumen separated from emulsion) GOST 18659-81GOST 11505-73*

213 MINERAL FILLER FOR ASPHALT CONCRETE MIXTURESST RK 1276-2004 GradationGOST 12784-78-porosity-swelling of filler-bitumen mix samples-bitumen content-humidity

214 CEMENT-General technical conditions GOST 30515-97-Technival conditions for portland cement and slag cement GOST 10178-85*-Investigation methods GOST 310.1-76*-determination of strength GOST 310.4-81*-determination of thicknes of grinding GOST 310.2-76-determination of normal density, period of curing and uniformity of volume change GOST 310.3-76-determination of heat discharge GOST 310.5-88-determination of water separation GOST 310.6-85

215 CONCRETE -Concrete mixes testing methods GOST 10181-2000-Guidelines for selection of composition GOST 27006-86-Surface roughness GOST 2789-73-Technical conditions for concrete mixes GOST 7473-94-Water for concrete and plaster GOST 23732-79

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Dense, fine grained concrete

-Technical conditions GOST 26633-91-Classification and eneral technical requirements GOST 25192-82-Determination of strength of control samples GOST 10180-90, 28570-Compressive strength and tensile strength GOST 17624, 22783-Determination of frost resistance. General requirements GOST 10060.0-95-General requirements for determination of compaction, humidity, water absorbtion, porosity, and waterticghtness GOST 12730.0-78-Determination of abrasion GOST 13087-81-Determination of prism strength, modulus of elasticity and Poisson’s value GOST 24452-Determination of viscosity and creep deformation GOST 24544-Determination of durability GOST 24545-Detremination of heat discharge GOST 24316-Determination of quality of concrete mixes GOST 10181-Rules for control of strength GOST 18105-86*-General technical requirements for additives GOST 24211-91

216 REINFORCEMENT-Hot rolled steel reinforcement GOST 5781-82*-Ordinary carbon steel GOST 380-94-Hot rolled stripped steel GOST 103-76*-Welded reinforcement nets up to diamenter 40 mm GOST 23279-85-Carbon steel reinforcement wire GOST 7348-81*-Technical conditions for steel reinforcement cables 1*7 GOST 13840-68*-Hot rolled steel sheets GOST 19903-74*-Types, structures and dimensions of welded couplings and GOST 14098-91 Fasteners-Steel wire GOST 2333-80*-Types, parameters and dimensions of steel wire nets GOST 2715-75*-Technical conditions for steel cables GOST 3241-91*-Technical conditions for reinforced cold drawn low carbon steel wire GOST 6727-80*-Technical conditions for reinforced welded nets GOST 8478-81*-Techncial conditions for thermomechanically strengthened reinforcement steel GOST 10884-94-General technical conditions for welded reinforcement, and fasteners, and couplings GOST 10922-90-General technical conditions for welded reinforcement nets GOST 23279-85

217 REINFORCED CONCRETE CULVERTS AND ELEMENTS

-Precast reinforced concrete culverts for roads and railways (Lengiprotransmost, 1986) 3.501.1-144-Precast reinforced concrete box culverts for roads and railways (Transmost, 1993)

3.501.1.177-93-Precast reinforced concrete box culverts for roads and railways (Lengiprotransmost, 1977)

3.501- 104Reinforced concrete box culverts for roads and railways (Transmost, 1994) 3.501.1-179.94-Strengthening of dikes, cones, and slopes of small and medium size bridges and culverts (Lengiprotransmost, 1990) 3.503.1-156

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-General technical requirements for concrete and reinforced concrete elements GOST 13015-2003-Reinforced concrete couplings for culverts under road and railway embankments. General technical requirements GOST 24547-81-Tupical design. Blocks of pipe and box culvert for roads for laid А14, НК-120 и НК-180». № 04-08Kazdorproect Ltd., Almaty 2008

218 BRIDGES(A) Bridge Deck

-21 m long beam with combined reinforcement, BTK-21 c, Kazdorproekt, 1992 2081/26-21 m beam, BTK-21, Kazdorproekt, 1987 2081/1-8-15 m long hollow core bridge deck slabs, load A14, HK-120 и HK -180, Kazdorproekt, Almaty 2008 03-08- 12-18 m long hollow core bridge deck slabs, load A14, HK-120 и HK -180, issue 3, 18 m long Slab П18-А14К-7, Kazdorproekt, Almaty 2008 01-0821-24 m long bridge deck beams, load A14, HK-120 и HK -180, issue 3, Beam BTK-24У 24 m long, Kazdorproekt, Almaty 2008 01-07-33 m long hollow core bridge deck slabs, load A14, HK-120 и HK -180, issue 1,Kazdorproekt, Almaty 2008 02-08- 33 m long hollow core bridge deck slabs, load A14, HK-120 и HK -180, issue 2. Beams ВТК-33У и ВТК-33У2, Kazdorproekt, Almaty 2008 02-08- 6-18 m long hollow core bridge deck slabs, reinforced by rod reinforcement klass A-IV, A-V, Soyuzdorproekt, 1964 3.503-12

384/43-Pre-tensioned deck slabs, 15, 14.06, and 16.7 m, Kazdorproekt, 1987 2081/2-3-Plans for assembly of clearance for deck beams with brifge and overpass support fastenings, Soyuzdorproekt, 1988 3.503.1-81.1318/2-Metal elements for bridge decks, Soyuzdorproekt, 1988 3.503.1-81-1318/6-Working drawings for layered elements of bridges, Kiev branch of Soyuzdornii, 1981-Isolation of bridge decks with deformation joints up to spans of 33 m. Material for design. Construction and assembly, Soyuzdornii, 1991 3.503.1-101.0- and elements, working drawings 3.503.1-101.1-Technical conditions for design and construction of bridge decks using reinforced concrete plates without membrane waterproofing, Moscow 1969 VSN-85-68

(B) Piers and abutments

-Typical design for overpasses, Giprotransmost, 1972 3.503-28-863-Prism shaped reinforced concrete piles for bridges 3.500.1-1.93-Piers for unified precast reinforced bridge deck slabs series 3.503-12 3.503-23- Unified rack-mount piers for bridges for average and winter conditions using precast elements 3.503.1-100

(C) Bridge approaches

-Construction of approachs. Design guide. Soyuzdorproekt, 1991. 3.503.1-96.0-1

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-Construction of approachs. Working drawings for reinforced concrete elements. Soyuzdorproekt, 1991. 3.503.1-96.1-1-Construction of approachs.Production plan. Soyuzdorproekt, 1991. 3.503.1-96.2-1-Stair cases. Design guide. Soyuzdorproekt, 1991. 3.503.1-96.0-2-Stair cases. Reinforced concrete elements. Working drawings. Soyuzdorproekt, 1991. 3.503.1-96.1-2-Stair cases.Metallic guard rails. Working drawings. Soyuzdorproekt, 1991. 3.503.1-96.2-2

(D) Drainage structures

-Drainage structures on roads. Soyuzdorproekt, 1984. 503-09-7.84-Precast reinforced concrete elements for drainage. Soyuzdorproekt, 1984. 3.503.1-66

(E) Strengthening works

-Strengthening of dikes, cones, and slopes for small and medium size bridges and culverts. Structure of strengthening. Lengiprotransmost, 1995. 3.501.1-156.0-Strengthening plates P-1. Kazdorproekt, 1981. 2837- Blocks PK-2

219 ROAD MARKINGS

Road marking shall be done in accordance with ST RK 1124-2003.

Reflective pavement markers shall be of the prismatic reflector type consisting of methyl methacrylate or suitably compounded acrlyonotrile butadiene styrene (ABS) shell fixed with a mixture of an inert thermosetting compound and filler material. The exterior surface of the shell shall be smooth and contain two methyl methacrylate prismatic reflectors. For centre line markers the colour shall be white-white and for edge markers red-white. The base of the marker shall be flat with a roughened surface and integral dowel for more durable fixing to the pavement surface. Fixing adhesive shall be furnished as a two component rapid setting epoxy adhesive. The Contractor shall furnish samples of road markers and epoxy adhesive for approval together with relevant test certificates as may be customary in the country of manufacture. The Contractor shall also demonstrate the adequacy of the materials and his methods of installation through site trials.

Thermoplastic road marking should meet the requirements of ST RK 1412-2005.

220 ROAD SIGNSRoad signs shall follow ST RK 1125-2002, and their planning shall follow ST RK 1412-2005.

A. Medium intensity reflective sheeting shall be used for all signs except direction signs which shall be of high intensity reflective sheeting

B. The retroreflective material, when applied to the sign plate, shall give the appearance of a continuous reflecting surface under any angle of observation. It shall consist of a smooth exterior film with spherical lenses embedded beneath the surface, and shall have a protected, precoated adhesive backing which shall be tack-free, heat-activated for mechanical vacuum-heat application. The combination of various elements shall result in a non-exposed lens type optical reflecting system. The retroreflective material shall be applied in accordance with the instructions from the manufacturer of the retroreflective material used.

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C. The retroreflective surface of the sign shall be weather resistant and shall show no appreciable cracking, blistering, crazing or dimensional changes after 2 years unprotected outdoor exposure.

D. When retroreflective surface are laminated to the base materials, the adhesion shall be such that the retroreflective material shall resist peeling, scuffing and marring during normal handling or shocking off when jabbed with a spatula at 20o C. It shall withstand 8 hours of soaking in water at 25o C without any noticeable edge lifting or curling. The adhesive shall have no staining effect on the retroreflective material. The adhesive shall permit the retroreflective material to adhere securely 48 hours after application at temperatures between -40o C and + 93o C.

E. When bent around a 20 mm diameter mandrel at a temperature of 20o C, the retroreflective material applied to an aluminium panel of 0.5 mm thickness shall show no evidence of cracking around the outside of the bend.

F. When a 25 mm diameter steel ball is dropped from 2 metres height onto the retroreflective face of the sign specimen at the ambient temperature of 20o C, the retroreflective material around the impact point shall show no evidence of cracking or peeling off.

G. After immersion of a specimen of retroreflective sign material for 10 minutes in methyl alcohol, kerosene or turpentine, or for 1 minute in toluene or xylol, the retroreflective material shall show no evidence of dissolving, puckering or blistering. The retroreflective material shall be capable of withstanding washing with a mixture of water and mild detergent, turpentine and methanol.

H. The retroreflective surface shall be such as to be readily refurbished by cleaning and recoating in accordance with the manufacturer's recommendations.

221 EDGE MARKER POSTS, KILOMETRE POSTS, GUARDRAILS AND BARRIER FENCES

Edge marker posts and kilometre posts shall meet the requirements of typical road design 3.503.1 – 89, Soyuzdorproekt, 1989 and 3.503 – 80, Soyuzdorproekt, 1980.

Vehicular guardrails and barrier fences shall meet the requirements of typical design 3.503.1-89 by Soyuzdorproekt , 1989. Metallic guard rails can be made according to ST RK 1278-2004.

Road furniture elements shall be installed in accordance with the Album of Typical Structures 3.503.9-80 and 3.503.1-89

Guardrail and barrier fence beams shall have corrugated section, and posts and blockouts between the beams and posts shall be steel channel section conforming to the above standard.

All connections, including connecting plates, bolts, nuts and washers shall conform to the above standard.

All steel components, including all bolts, nuts and washers, shall be galvanised.

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222 TRIALS TO CONFIRM COMPLIANCE WITH SPECIFICATIONSA LABORATORY TRIALS

Laboratory trials shall be carried out by the Contractor and in consultation with the Engineer on materials for earthworks and pavement layers that are to be incorporated into the Works in their natural or processed state. Such trials shall be conducted to establish relationships between specified end product requirements of materials and properties that can be readily determined in the field for construction control purposes.

For mixed materials, the composition which meets the specified requirements and is accepted by the Engineer shall be used in Site trials that shall comply with the requirements of this Section of the Specification. Such Site trials shall demonstrate if it is possible to meet all the requirements specified for the complete pavement course utilising that proposed mix.

The laboratory trials on both mixed and natural materials shall be completed and the Contractor's proposals based thereon shall be submitted to the Engineer at least two weeks before the Contractor commences to prove the proposed material in Site trials in accordance with this Section of the Specification.

B SITE TRIALS

Full-scale laying and compaction Site trials shall be carried out by the Contractor on all earthwork and pavement materials and mixes proposed for incorporation into the Works using the same equipment and methods proposed by the Contractor for the construction of the Works. The Contractor shall ensure the continuity of mix proportions and that materials are thoroughly mixed to achieve a homogeneous state.

The trials shall be carried out to enable the Contractor to demonstrate the adequacy of his equipment to place, process, and compact the materials to the specified density and confirm that the other specified requirements for each completed earthwork or pavement layer can be met.

At least 10 samples should be tested at each trial section of 200 m2, and if 9 of 10 samples comply with the requirements to materials testing on site is regarded positive.

The Contractor shall allow in his programme for conducting Site trials and for carrying out the required tests on them. The trial on each pavement layer shall be undertaken at least 21 days ahead of the Contractor proposing to commence full-scale work on that layer.

The Contractor shall compact each type of material over the range of compactive efforts required for each earthwork or pavement layer in which he proposes to incorporate the material. The following data shall be recorded for each level of compactive effort at each Site trial;

1) the composition and grading of the material before the Site trial,2) the composition and grading of the material after compaction,3) the moisture content at the time of compaction and the optimum moisture content

for the specified compaction,4) the type, size, tyre pressures, frequency of vibration and the number of passes of the

compaction equipment,5) the maximum dry density or target density as appropriate measured on a sample

before and at intervals throughout the Site trial,6) the density achieved,7) the compacted thickness of the layer,

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8) any other relevant information as directed by the Engineer.

The Contractor and the Engineer shall perform at least eight sets of tests on each 100 metre trial section for each separate earthwork or pavement layer in which the Contractor proposes to incorporate the material. The Site trial shall be deemed to be successful if all eight sets of test results for each layer meet the specified requirements for the material. The data recorded in the Site trial shall form the basis for the method for providing, placing and processing each particular material in order to achieve the requirements of this Specification.

If, during the execution of the Works, the construction control tests should indicate that the specified requirements for a material are not being continually achieved, work on that earthwork or pavement layer shall cease until the cause is investigated and identified by the Contractor. Such investigation may include further laboratory tests and Site trials on the material to determine a revised set of data which shall be used to establish a revised method for providing, placing and processing all subsequent material to be incorporated in that layer.

Agreement by the Engineer to a set of data recorded in a Site trial or proposed method of construction shall not relieve the Contractor of any responsibility to comply with the requirements of this Specification.

224 CONSTRUCTION CONTROL TESTING FOR EARTHWORK AND PAVEMENT LAYERS AND BACKFILL TO DRAINAGE WORKS AND STRUCTURESPursuant to the Project Quality Control Plan in accordance with Section 100 of this Specification and Quality Assurance testing by the Engineer, all earthwork and pavement layers and backfill to drainage works and structures shall be subject to construction control testing. The Contractor shall be deemed to have allowed in his programme and his tender for any delay or disruption or any disturbance to the sequence of his operations occasioned by such control testing.

The Contractor shall request in writing the Engineer's approval for each layer of each section of earthworks, pavement construction and backfill to drainage works and structures. Such requests shall be made only when the Contractor has satisfied himself that the section of work concerned fully complies with the requirements of this Specification. Such requests shall be accompanied by copies of the Contractor's test results required by this Section of the Specification

The Engineer shall thereupon inspect the section for any visible wet spots, laminations, heaving material (visible on proof-rolling), segregation, presence of oversize material and for uniformity of mixing and compaction. Provided that such visual inspection is satisfactory the Engineer shall test the section of the Works submitted for approval. The Engineer shall inform the Contractor in writing of the results of those tests and at the same time shall accept or reject the layer and section concerned.

Works on subsequent layers shall in no circumstances commence until the preceding layer has been approved and accepted by the Engineer in writing. The Contractor is wholly responsible for protecting and maintaining the condition of work which has been submitted for approval.

Should any layer be left unprotected for more than 24 hours subsequent to approval the Contractor shall request re-approval of the layer. The layer shall again be subject to proof-rolling, construction control testing and tolerance checks in accordance with this Specification if so required by the Engineer.

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Notwithstanding the Engineer's approval of a layer, the Contractor shall be responsible for making good any subsequent damage due to traffic, ingress of water or any other reason. Should any damage occur the layer shall again be subject to proof-rolling, construction control testing and tolerance checks in accordance with this Specification.

225 FREQUENCY OF TESTINGА CALIBRATION OF NUCLEAR DENSITY TESTING EQUIPMENT

Generally a nuclear method for determining field dry density shall be employed, using which safety standard shall be observed.

В TEST FREQUENCY REQUIREMENTS

The frequency of testing shall be in accordance with the Contractor’s Project Quality Control Plan as specified in Section 100 and generally not less than the guidelines set out below:

1) Original ground

Maximum Dry Density and Optimum Moisture Content as specified in Section 500 for existing ground under new embankments shall be determined for each new material encountered and at a frequency of at least once per 1000 m² or 50 m along the embankment depending on which interval is more frequent.

The field dry density in the permanent works shall be determined at least once per 1000 m² of compacted material under new embankments or at least three tests per section, for which approval has been requested, whichever is the more frequent.

2) Subgrade

The physical properties defined in specification Section 500 for earthworks shall be determined at source for each new material encountered and at least once per 400 m3 of earthwork excavated for use as suitable fill or structural backfill.

The field dry density in the permanent works for general earthworks shall be determined at least once per 1000 m² of the embankment or at least three tests per section, for which approval has been requested, whichever is the more frequent.

The field dry density in the permanent works for earthworks within 300mm of subbase shall be determined at least once per 500 m2 of each layer of compacted material placed or at least three tests per section, for which approval has been requested, at that more frequent distance shall be used.

The field dry density in the permanent works for stuctural backfill shall be determined at least by two trials per 10 m of compacted material or at least 2 tests per section, for which approval has been requested, whichever is the more frequent

3) Granular materials in shoulders and subbase

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The physical properties defined in 700 specification clauses for granular materials in shoulders and subbase respectively shall be determined at source for each new material encountered and at least once per 300 m² of shoulder material and once per 200 m3 of subbase material

The field dry density in the permanent works shall be determined at least once per 250 m2 of each layer of compacted material or at least three tests per section, for which approval has been requested, whichever is the more frequent.

4) Crushed stone base

The physical properties defined in specification 700 shall be determined after crushing, screening, and washing for each new source of material and at least once per 200 m 3 of material processed except for Aggregate Crushing Value, Los Angeles Abrasion, Sodium Sulphate frost resistance, and Flakiness Index which shall be at least once per 200 m 3 of material processed.

The field dry density in the permanent works shall be determined at least once per 250 m 2 of each layer of compacted material or at least three tests per section, for which approval has been requested, whichever is the more frequent.

5) Bituminous Mixes

a Aggregates

The physical properties of aggregates defined in specification Section 800 shall be determined after crushing, screening, and washing for each new source of material and at least once per 500 m3 of material processed. In addition, mixing of aggregates shall be determined at least once per day during preparing mixes.

b Mineral Filler

The grading and bulk density in toluene shall be determined once per 100 tonnes of filler used, and when the source of filler is changed.

c Bituminous mixture (from the mixing plant)

The following properties of the bituminous mixture, as appropriate to the type of mix specified, shall be determined every 4 hours:

Bitumen Content, Grading, Flow, Water absorbtion Voids.

d Bituminous mixture (on cores from the compacted layer)

The following properties of the bituminous mixture, as appropriate to the type of mix specified, shall be determined at least once for every 500 m2 of mix laid from pairs of core samples cut from the compacted layer:

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Bitumen Content Gradutaion Density Voids.

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