Federal Electricity & Water Authority Water Directorate ...€¦ · ASTM & AASHTO Standards AASHTO T168 Sampling of Asphalt mixtures ASTM D979 Sampling of Asphalt mixtures AASHTO

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Client: FEDERAL ELECTRICITY AND WATER AUTHORITY (FEWA) Project: STANDARD SPECIFICATIONS FOR WATER WORKS

Engineer WATER DIRECTORATE - ASSET MANAGEMENT DEPARTMENT

Title: Technical Terms / Chapter-4 / Engineering Specifications / Civil Engineering Works Specification

CS16-ROADS / PAVEMENTS / EXTERNAL WORKS

Office:

DUBAI Order:

Document: MWA_PRO_07/WAM-04-CS16 Rev: OCT2014 sheet: 1 of: 29

Federal Electricity & Water Authority

Water Directorate

Asset Management Department

STANDARD SPECIFICATIONS

FOR WATER WORKS

TECHNICAL TERMS

Chapter – 4

Engineering Specifications

[C-Civil Engineering Works Specifications]

CS16-Roads/Pavements/External Works

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Office: DUBAI Order: Document: MWA_PRO_07/WAM_04-CS16 Rev:

OCT2014 sheet: 2 of: 29


TABLE OF CONTENT

1. GENERAL

2. STANDARDS AND CODES

3. CONSTRUCTION TRAFFIC ON PAVEMENTS

4. DRAINAGE & UNDERGROUND SERVICES

5. EQUIPMENT

6. PREPARATION OF FORMATION

7. TOLERANCES

8. MATERIAL

8.1 Samples

8.2 Testing

8.3 Sub-base

8.4 Granular Material

8.5 Base Prime Coat

8.6 Dry Bound Maccadam Base

8.7 Asphalt Cement Materials

8.8 Base Course

8.9 Tack Coat

8.10 Wearing Course

9. EXECUTION OF WORK

9.1 Sub grade

9.1.1 Checking CBR of Subgrade

9.1.2 Compaction of Subgrade

9.2 Sub-base to Roads/Pavings

9.3 Placing Granular Material

9.4 Blinding

9.5 Protection

10. ASPHALTIC PAVEMENTS

10.1 Preparation

10.1.1 Asphalt

10.1.2 Aggregate

10.1.3 Mixture Temperature

10.1.4 Heated and Dried Aggregate

10.1.5 Mixing Time

10.2 Placing

10.2.1 Asphalt Paving

10.2.2 Base Course

10.2.3 Joints

10.2.4 Compacting

10.2.5 Tack Coat Application

10.3 Acceptance Requirements

10.3.1 Density

10.3.2 Thickness

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11. INSITU CONCRETE PAVEMENTS

11.1 General

11.2 Compacted Thickness

11.3 Drainage & Underground Services

11.4 Tolerances

11.5 Sub-Base

11.6 Mass Concrete Blinding

11.7 Slip Membrane

11.8 Protective Screed

11.9 Reinforced Concrete Paving Slab

11.10 Joints

11.11 Extra Heavy Duty Non Slip Chemical Resistant Epoxy Coating

12. PRECAST CONCRETE PAVING BLOCKS

12.1 General

12.2 Sampling and Testing

12.3 Pavement Construction

12.4 Sub-Grade

12.5 Sub-Base

12.6 Bedding

12.7 Laying Generally

12.8 Acceptance of Base

12.9 Regularity

12.10 Sand for Bedding

12.11 Sand for Jointing

12.12 Laying Bedding

12.13 Laying Blocks/Pavers

12.14 Compacting and Jointing

12.15 Block Manufacture

12.16 Dimensions and Tolerances

12.17 Testing of Sample Blocks

12.17.1 Test Procedure

12.17.2 Calculation

12.18 Bond Pattern

12.19 Accuracy

13. CONCRETE HARD STANDINGS

13.1 Concrete Kerbstones

13.2 Laying

13.3 Concrete for Haunching and Jointing

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14. ROAD ACCESSORIES

14.1 Gullies, Gratings and Frames

14.2 Cast Iron Covers and Frames

14.3 Raising and Lifting Bars

14.4 Guardrails or Barriers

14.5 Traffic Signs and Carriageway Markings

14.6 Storage

14.7 Application

14.8 Finished Line Requirement

14.9 Quality Control Programme

15. MISCELLANIES ITEMS

15.1 Gravelled Areas

15.2 Pumping Points

15.3 Soakaways

16. EXTERNAL WORKS

16.1 Landscaping and Irrigation

16.2 Irrigation System

17. REMEDIAL WORK

18. UNPAVED FINISHES

APPENDIX A

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1. GENERAL

This section applies to roads, parking lots and hard standings. For earth work and concrete works required for the performance of the works under this Specification, section “EARTHWORK” and section “CONCRETE AND REINFORCEMENTS” apply.

2. STANDARDS AND CODES

In addition to the requirements contained in these specifications and subject to any variations which may be required by the local authorities, all design, materials and workmanship shall conform to the latest edition of the following documents.

British Standards Road Note 29 : A guide to the structural design of pavements for new roads B.S. 12 Ordinary and Rapid Hardening Portland Cement BS EN 13043 Aggregates for bituminous mixtures and surface treatments for roads BS EN 1340 Concrete kerb units B.S. 812 Testing aggregates BS EN 12620 Aggregates for concrete B.S. 1377 Methods of testing soils for civil engineering purposes BS 1610 Methods for the Load Verification of Testing Machines BS 1881 Method of Testing Concrete for Strength BS EN 1008 Mixing water for concrete. BS 4027 Sulphate Resisting Portland Cement B.S. 3262 Hot Applied Thermoplastic Road Markings & Materials B.S. 6100 Glossary of Highway Engineering Terms B.S.7533 Precast Concrete Block Paving B.S. 7263 Precast Concrete Kerbs, Channels, Edgings and Quadrants B.S. 8110 Reinforced Concrete BS 4482 Steel wire for the reinforcement of concrete products BS 8442 Miscellaneous road traffic signs and devices. BS7668 Weldable structural steels BS EN 485-3 Aluminium and aluminium alloys. Sheet, strip and plate. ASTM & AASHTO Standards AASHTO T168 Sampling of Asphalt mixtures ASTM D979 Sampling of Asphalt mixtures AASHTO T11 Material Finer than No. 200 Sieve in Aggregate ASTM C117 Material Finer than No. 200 Sieve in Aggregate AASHTO T19 Unit Weight of Aggregates ASTM C29 Unit Weight of Aggregates AASHTO T27 Sieve Analysis ASTM C136 Sieve Analysis AASHTO T37 Sieve Analysis of Mineral Filler ASTM D546 Sieve Analysis of Mineral Filler AASHTO T96 Abrasion of Coarse Aggregate, Los Angeles Machine ASTM C131 Abrasion of Coarse Aggregate, Los Angeles Machine AASHTO T104 Soundness of Aggregates

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ASTM C88 Soundness of Aggregates AASHTO T176 Plastic fines in graded aggregates and soils by use of the sand equipment test ASTM D2419 Plastic fines in graded aggregates and soils by use of the sand equipment test AASHTO M249 White and yellow thermoplastic stripping material (solid form) AASHTO T250 Standard Method of Testing for Thermoplastic Traffic line material

3. CONSTRUCTION TRAFFIC ON PAVEMENTS

Construction traffic may be permitted on pavements under construction, provided always that the traffic will be suitable to the course it traverses, that wheels of plant shall be kept free from deleterious materials and that all surfaces will be cleaned and repaired when necessary as directed by FEWA/Engineer before subsequent construction.

4. DRAINAGE & UNDERGROUND SERVICES

All drainage and underground services installation work under pavement construction shall be completed before any pavement construction is started. Roads, car park and paved area gullies and their connections will be included within the drainage works and shall be coordinated with the pavement works.

5. EQUIPMENT

The equipment shall include - (a) Asphalt mixing plants designed to produce a uniform mixture within the job mix tolerances; (b) One or more self-powered pavers that are capable of spreading the mixture to the thickness and width specified, true to the line, grade and crown shown on the plans; (c) Enough smooth metal-bedded haul trucks, with covers, to ensure orderly and

continuous paving operations; (d) A pressure distributor that is capable of applying the tack coat and prime material uniformly without atomization; (e) One or more steel-wheeled, pneumatic-tyred or vibratory rollers capable of attaining the

required density and smoothness; (f) A power broom or a power blower or both; (g) Hand tools necessary to complete the job. Other equipment may be used in addition to, or in lieu of, the specified equipment when approved by the FEWA/Engineer.

6. PREPARATION OF FORMATION

The preparation of the formation shall be carried out after completion of subgrade drainage and installation of all gully connections and immediately prior to the laying of the first layer of the pavement. The surface shall be cleaned and trimmed to shape before compaction.

The material shall be compacted to 95% of maximum dry density as determined from Standard Proctor compaction tests. In case of paved roads the depth of effective compacting shall extend to one metre below working level for roadways and parking areas.

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A 150mm layer of clean sand subgrade compacted to the satisfaction of FEWA/Engineer shall precede the sub-base formations in all areas subject to vehicular traffic. Any soft spots or otherwise unacceptable material shall be identified to FEWA/engineer prior to excavation and replacement with suitable material to the approval of the FEWA/Engineer. All costs relating to this work shall be borne by the Contractor.

7. TOLERANCES

Horizontal alignments shall be determined from one side of the road surface, and as constructed will be correct within +/- 10mm.The finished levels of pavement surfaces shall be correct within +/- 6mm. The level of any rigid pavement surface shall not deviate more than 3mm and the level of any flexible pavement surface will not deviate more than 6mm when tested with appropriate survey levelling tools.

The level of any point on the surface of pavement courses shall on completion of compaction, conform to that shown on the drawings within the following tolerances.

Surface of Course Tolerance from TrueSurface Level Subgrade of Formation 0 mm -25 mm Sub-Base 0 mm -25 mm Base 0 mm -25 mm Base Course 0 mm -10 mm Wearing Course 4 mm - 4 mm

The surface of the completed pavement will be checked longitudinally and transversely for smoothness with appropriate survey levelling tools. The surface shall not vary more than 3 millimetres in 3 metres parallel to the centre line and nor more than 6 millimetres at right angles to the centre line.

8. MATERIAL 8.1 Samples

Samples of all materials, together with test results proposed for use, shall be submitted to FEWA for approval.Sampling of asphalt materials shall be in accordance with the latest revision of Sampling Asphalt Products for Specification Compliance, Manual Series 18 (MS-18), The Asphalt Institute. Sampling of mineral aggregate shall be in accordance with the latest revision of American Association of State Highway and Transportation Officials (AASHTO) Designation T2 (American Society for Testing and Materials (ASTM) Designation D 75). Sampling of the asphalt mixtures as required by ENGINEER, shall be in accordance with the latest revision of ASSHTO Designation T 168 (ASTM Designation D 979).

8.2 Testing

Preliminary samples of approved materials and mixes shall be tested by the Contractor at an independent testing laboratory for the requirements of this specification by the applicable methods specified. The materials shall not be used until the results have been approved by FEWA/Engineer. Samples of all materials and mixes shall be taken and tested by the Contracror for every 50 cubic metres of land materials.

(a) Asphalt Material

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Shall be tested by the methods of test of the American Association of State Highway and Transportation Officials (AASHTO) designated in the applicable asphalt specification. If an AASHTO method of test procedure is not available, the equivalent American Society for Testing and Materials (ASTM) method will be used.

(b) Mineral Aggregate Shall be tested by one or more of methods of test of the American Association of State

Highway and Transportation Officials (AASHTO) or the American Society for testing and Materials (ASTM).

(c) Mix The mixture shall be tested for asphalt content by "Method of Test for Quantitative Extraction of Bitumen from Bituminous Paving Mixtures", AASHTO Designation T 164 (ASTM Designation D 2172).

The mixture will be tested for compliance with aggregate grading requirements by "Method of Extracted Aggregate, AASHTO Designation T 30.If the mixture is produced in a mixing plant having automatic controls and print-out system, and the controls are in proper calibration, asphalt content compliance will be determined from recorded data. Hot bin analysis together with batch weight read-out data will be used to determine composition compliance.

8.3 Sub - Base

The materials for sub-base shall be crushed rock, hard, durable, clean, free from organic matter or other deleterious material. The material shall be in such a condition that it can be readily compacted by rolling with the aid of watering if necessary, to form a stable and firm foundation for the roads, car park and other paved areas.

The subbase shall be placed in layers not exceeding 20 cm up to the design thickness. The layers shall be constructed of selected material for good cohesion characteristics and be properly compacted to an extent not less than specified under “TESTS AND PROPERTIES” herein. The minimum thickness of sub-base shall be 200mm. Layer shall be watered to optimum moisture content (approximately 10%) and rolled with a rubber tired roller to the required compaction grade.

Sub-base material shall conform to the following grading:

B.S. Sieve Size mm

Percentage by Weight Passing

75 100

37.5 85 - 100

10 45 - 100

5 25 - 85

0.6 8 - 45

0.075 0 - 10

When tested to BS EN 12620 the material shall have a minimum “ten percent fines” value of 5.

The material passing the 0.425 sieve shall have a plasticity index of less than 6. 8.4 Granular Material

Free from harmful matter, well graded, passing a 75mm BS sieve and in any one layer only one of the following:

Crushed hard rock or quarry waste (other than chalk)

Crushed concrete, crushed brick or tile, free from old plaster

Gravel or hoggin.

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8.5 Base Prime Coat On completion of compaction of the dry bound macadam, all surplus loose materials shall be removed and the surface given a prime coat of cut-back asphalt MC-30 or MC-70 complying with the requirements of AASHTO Specification M 83 (ASTM Specification D 2027) at a rate of 0.25 to 0.75 litres per square metre. The prime coat shall be applied by approved spraying equipment, at a spray temperature between 50 degrees Centigrade and 80 degree Centigrade. After completion of the priming operations the prime coat shall be allowed to penetrate the surface of the sub-base for at least forty-eight (48) hours. If the asphalt primer has not been completely absorbed by the sub-base after forty-eight (48) hours, just sufficient sand shall be spread over the surface to blot up excess asphalt and prevent it from picking up under traffic.

8.6 Dry Bound Maccadam Base

Dry Bound Macadam shall be constructed using coarse and fine aggregate as follows: The coarse aggregate shall consist of dry single sized crushed rock of 50 mm nominal size and complying with BS EN 13043.The fine aggregate shall all pass the 5 mm BS sieve size and shall be crushed rock or naturally occurring coarse sand and shall be well grade between 5 mm to dust. The fine aggregate shall be kept dry by being sheeted until required for use.The single sized coarse aggregate shall be laid by spreader box or other approved plant ormeans in layers not less than 75 mm nor more than 125 mm in thickness after compaction.The total compacted thickness of the base, namely 200 mm shall be constructed in two such layers. After preliminary shaping, the first layer of the coarse aggregate shall be given two passes with a 2.5 tonne smooth wheel roller or other approved means. The compacted first layer shall then be covered with a 25 mm thick layer of fine aggregate as specified which shall be vibrated into the interstices of the coarse aggregate by means of an approved vibrating plate compactor or other approved means. Additional fine aggregate as above shall be added as necessary until no more can be taken in and any hungry patches disappear. Final compaction of the layer shall be with an 8 - 10 tonne roller until all movement of the surface ceases, all excess fine aggregate being removed.The above procedure shall be adopted for the second layer to provide an smooth and even surface free from irregularities or loose material and true to cross-section, line and level.

8.7 Asphalt Cement Materials

The type and grade of asphalt cement for the paving mixture shall be 60 - 70 Penetration Grade Asphalt. The specified material shall comply with the applicable requirements of AASHTO Specification M 20.

8.8 Base Course

The material aggregate for the base course mixture shall be crushed stone, crushed or uncrushed gravel, sand, stone screenings, mineral filler or a combination of two or more of these materials. The combined aggregate after going through the dryer shall have a sand equivalent value of not less than 35 and the combined mineral aggregate shall have a sand equivalent value of not less than 70. Mineral filler shall meet the requirements of ASTM Designation D242. The Contractor shall submit to FEWA/Engineer for approval a job-mix formula which shall be determined in accordance with AASHTO T 245 (ASTM D 1559) and the following limits:

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Total Percent Sieve Size Passing by Weight 25.0 mm 100 19.0 mm 80 - 100 12.5 mm 60 - 80 9.5 mm - 4.75 mm 36 - 56 2.36 mm 28 - 44 1.18 mm 20 - 34 0.600 mm 15 - 27 0.300 mm 10 - 20 0.150 mm 5 - 13 0.075 mm 3 Asphalt Content Percent by Weight of 3.5 - 3.8 Total Mix

The asphalt-aggregate base course mixture shall meet the following test criteria: No. of Compaction Blows Each End 75 of Specimen Test Requirement Min. Max. Stability (Marshall) (kg. minimum) 1250 Flow (Marshall) (mm) 2.0 4.0 % Voids in Mine Aggregate 13 % Air Voids in Total Mix 3 8 Aggregate Voids filled with asphalt 65 85 Percent

8.9 Tack Coat

Emulsified asphalt for tack coat shall be SS-1, SS-1h, CSS-1 or CSS-1h diluted one part water to one part emulsified asphalt. Before dilution the emulsified asphalt shall comply with the requirements of AASHTO Specification M 140 or M 208 (ASTM Specification D 977 or D 2397).

8.10 Wearing Course

The mineral aggregate for the wearing course mixture shall be crushed stone, crushed gravel, sharp-edged natural sand, mineral filler, or a combination of two or more of these materials.Fifty percent minimum by weight of the combined coarse aggregate, other than naturally occurring rough textured aggregate approved by the FEWA/Engineer, shall consist of crushed pieces having one or more faces produced by fracture. The combined mineral aggregate after going through the dryer shall have a sand equivalent value of not less than 70. Combinations of aggregates that have a history of polishing shall not be used. Coarse aggregate (material retained on the US. Standard No. 8 sieve) shall have a percent wear by the Los Angeles abrasion machine test of not more than forty unless specified aggregate having higher values are known to be satisfactory. Mineral filler shall meet the requirements of "Mineral Filler for Bituminous Paving Mixtures", ASTM Designation D 242. The Contractor shall submit to the FEWA/Engineer for approval a job-mix formula for the asphalt-aggregate wearing course which shall be within the following limits:

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Roads and Car Parks Sieve Size Total Percent Passing by Weight 19.0 mm 100 12.0 mm 80 - 100 9.5 mm - 4.75 mm 54 - 72 2.36 mm 42 - 58 1.18 mm 34 - 48 0.600 mm 26 - 38 0.300 mm 18 - 28 0.150 mm 12 - 20 0.075 mm 4 – 8 Asphalt Content Percent by Weight 3.8 - 4.2 of Total Mix.

The asphalt-aggregate base course mixture shall meet the following test criteria:

No. of Compaction Blows Each End 75 of Specimen.

Test Requirement Min. Max. Stability (Marshall) (kg. minimum) 1500 Flow (Marshall) (mm) 2.0 4.0 % voids in Mineral Aggregate 15 % Air voids in Total Mix 3 5 Aggregate Voids filled with asphalt 70 85 Percent.

9 EXECUTION OF WORK 9.1 Subgrade

Prior to receiving the subbase, subgrade shall be graded to lines and levels and compacted as specified. Tolerance in lines and levels should not exceed 3 cm. The surface shall be shaped similarly to the finished surface of the road.

The subgrade shall be compacted for a depth of not less than 20 cm below the finished level or as

required by FEWA by means of a smooth wheeled or other approved roller. Rolling shall continue until the appropriate degree of compaction, as directed by FEWA, is attained. Moisture shall be added where directed. The formation shall be shaped and graded to an even and uniform well-filled surface. All soft places shall be cut out and filled with approved gypsum-free material brought to the correct level after consolidating.

Subgrade for vehicular areas:

Immediately before placing sub-base prepare and compact subgrade in accordance with Department of Transport Specification for Highway Works, clause 616. Subgrade for Pedestrian Areas:

Immediately before placing sub-base thoroughly compact subgrade with a roller weighing not less than 2.5 tonnes or equivalent other plant.

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Geotextile Filter: Lay an approved type in accordance with manufacturer's recommendations to compacted

subgrade

9.1.1 Checking CBR of Subgrade: The C.B.R. value of the material when tested in accordance with AASHTO T 193 shall not be less

than 60% when compacted to 95% of maximum dry density as hereafter specified. Test CBR of subgrade, report results to be sent to FEWA/Engineer, and if different from the assumed CBR obtain instructions before proceeding with laying sub-base.

9.1.2 Compaction of Subgrade

The material shall be placed, spread evenly and compacted in layers not exceeding 150 mm compacted thickness at a moisture content between 2% above and 2% below the optimum percentage determined in accordance with the vibrating hammer method test in BS 1377. The compaction shall be carried out using a smooth wheeled roller of 10 tonnes weight, the number of passes being that required to obtain a dry density of 95% of the maximum dry density. The surface shall be blinded with crushed rock fines and re-rolled.

Defer final excavation to formation level until immediately before compaction of subgrade.

Soft spots must be brought to the attention of the Engineer.

Obtain instructions before proceeding

Subgrade must be relatively dry at time of compaction.

Where use of a roller is impracticable use a suitable mechanical rammer.

Where local excavation and backfilling has taken place make additional passes of the roller.

9.2 Sub-base to Roads/Pavings The subbase shall, where possible, be placed by a mechanical spreader of approved type and

care shall be taken to ensure that no segregation occurs. Loads of material shall be dumped outside the area on which it is spread. The layers compacted shall show no or only slight movement under a roller or vibrating roller.

Chipping shall be spread and respread until all voids are filled, whereas excess chipping shall be

removed after a few compaction passes of the rolled.

Where directed, road subbase shall be of a crushed limestone, spread, leveled and rolled with a 10 ton smooth wheeled roller to give a densely compacted layer. The top surface of a crushed limestone subbase shall be blinded with crusher fines or coarse sand where directed and re-rolled.

Rolling shall continue until a dense mechanically stable pavement is produced with a well-shaped and close textured surface. The thickness of the road subbase shall be as directed by FEWA/Engineer after examination and testing of the subgrade material.

9.3 Placing Granular Material

Ensure that subgrade is free from loose soil, rubbish and standing water. Take all necessary precautions to ensure stability of adjacent structures. Place and compact

material against or over structures, membranes or buried services in a sequence and manner which will ensure stability and avoid damage.

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Granular sub-bases for vehicular areas Spread and level in layers and as soon as possible thereafter compact each layer. Maximum

depth of compacted layer, type of compaction plant and minimum number of passes per layer to be as Department of Transport Specification for Highway Works, table 8/1.

Granular sub-bases for Pedestrial areas

Spread and level and, as soon as possible thereafter, compact with a roller weighing not less than

2.5 tonnes or other equivalent plant. 9.4 Blinding

Surfaces to receive interlocking brick or block paving to section Q24 to have sufficient sand, fine gravel, PFA or other approved fine material applied and surface vibrated to provide a close and smooth surface.

9.5 Protection:

Cover sub-bases as soon as practicable with subsequent layers, specified elsewhere.Prevent damage to subgrades and sub-bases from construction traffic, construction operations and inclement weather.

10. ASPHALTIC PAVEMENTS 10.1 Preparation 10.1.1 Asphalt

The asphalt shall be heated at the mixing plant to a temperature at which it can be applied uniformly to the aggregate.

10.1.2 Aggregate

Coarse and fine aggregates shall be stored separately at the mixing plant in a manner thatwill prevent intermingling. Stockpiles shall be built to prevent segregation of aggregate sizes. When it is necessary to blend aggregates from one or more sources to produce the combined gradation, each source or size of aggregate shall be stockpiled individually. Aggregate from the individual stockpiles shall be fed through separate bins to the cold elevator feeders and shall be fed carefully to the plant so that surpluses and shortages will not occur and cause breaks in the continuous operation.. They shall not be blended in the stockpile.

10.1.3 Mixture Temperature

The aggregate shall be dried and heated to provide a paving mixture temperature immediately after mixing of 150 deg.C +/- 8.3. deg.C.

10.1.4 Heated and Dried Aggregate

Heated and dried aggregates shall be screened and stored in sizes that may easily be recombined into a gradation, meeting the requirements of the job-mix formula.The heated and dried aggregates shall not contain enough moisture to cause the mixture to slump, the asphalt to foam or the aggregate during hauling and placing.

10.1.5 Mixing Time Mixing time shall be the shortest time that will produce a satisfactory mixture. It will be established by the Contractor subject to approval by FEWA/Engineer, based on the procedure for determining the percentage of coated particles described in AASHTO Method T 195 (ASTM Method D 2489).

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The mixing times will be set to achieve 90 percent of coated particles for base mixtures and 95 percent of coated particles for surface mixtures.

(a) Batch Plant For batch plants, dry mixing time, if required by the FEWA/Engineer, shall not exceed ten

seconds. Wet mixing time shall not exceed fifty seconds. (b) Continuous Mix Plants

For continuous mix plants, the mixing time will be computed by the following formula: Mixing time = Pugmill dead capacity (kg) Seconds Pugmill output, (kg/s) Mixing time shall not exceed sixty seconds.

10.2 Placing 10.2.1 Asphalt Paving

Asphalt paving mixture shall be placed only when the specified density can be obtained.Precautions shall be taken at all times to compact the mixture before it cools too much to obtain the required density. The mixture shall not be placed on any wet surface or when weather conditions will otherwise prevent its proper handling or finishing.

10.2.2 Base Course

The base course mixture shall be placed in one or more lifts with an asphalt paver or spreader to provide a nominal compacted thickness shown on the drawings. The minimum lift thickness shall be at least one and a half times the maximum particle size. The maximum lift thickness shall be that which can be demonstrated to be laid in a single lift and compacted to required uniform density and smoothness. Placing the mixture shall be a continuous operation. If any irregularities occur, they shall be corrected before final compaction of the mixture.

10.2.3 Joints

Joints in the base and wearing courses shall be offset by a minimum of 300 millimetres.Before placing fresh mixture against a cut joint or against old pavement, the contact surface shall be cut back to a straight line face and shall be painted or sprayed with a thin uniform coat of RC-70 or RC-250 liquid asphalt. The joints formed shall be smooth and tight without depression.

10.2.4 Compacting

The mix shall be compacted immediately after placing. Initial rolling with a steel-wheeled tandem roller, steel three-wheeled roller, vibratory roller, or a pneumatic-tyred roller shall follow the paver as closely as possible. If needed, intermediate rolling with a pneumatic-tyred roller shall follow the paver as closely as possible. If needed, intermediate rolling with a pneumatic tyred roller shall be done immediately behind the initial rolling. Final rolling shall eliminate marks from previous rolling. In areas too small for the roller, a vibrating plate compactor or a hand tamper shall be used to achieve thorough compaction.

10.2.5 Tack Coat Application

The base and each subsequent layer of asphalt concrete materials shall be primed and a tack coat applied at a rate of 0.1 - 0.25 litres per square metre. The tack coat shall be applied on only as much pavement as can be covered with asphalt aggregate mixture in the same day.

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10.3 Acceptance Requirements 10.3.1 Density

Target density will be determined by taking, for each lot, the average density of six laboratory prepared specimens representing two subsamples (approximately 10 kg each) chosen on a random basis taken from trucks delivering mixture to the job site. By quartering, each subsample shall be reduced to obtain three sample unit, each of sufficient weight (approximately 1.2 kg) to prepare a specimen approximately 64 mm in height.Acceptance of the compacted pavement with respect to density will be based on the average of five density determinations for each lot of asphalt mixture placed. Cores drilled from the base course and surface course will be used to test the density of the pavement by either ASTM Method of Test D 1188 or ASTM Method of Test D 2726, whichever is the applicable. Each lot of the compacted base and surface will be accepted when the average of the five density determinations is equal to or greater than 97 percent, and when no individual determination is lower than 95 percent, of the average density of the six laboratory-prepared specimens.A lot will be equal to one days production. Less than a half day's production will not be considered a lot but will be added to the immediately preceding lot. The location of sampling sites within a lot's placement area will be chosen on a random basis through the use of appropriate random numbers table.

10.3.2 Thickness

The same cores used to test the density will be used to measure the thickness of the pavement. The compacted base and surface shall have average thickness no less than that specified in Appendix A. Any deficiency in base thickness shall be made up with asphalt concrete wearing course material.

11. INSITU CONCRETE PAVEMENTS 11.1 General

Reinforced concrete for insitu paving slabs shall be strictly in accordance with the projectspecification for concrete. Thickness of slab, its reinforcement, surface finish and description of subsurface layers all to be in accordance with Appendix A.

11.2 Compacted Thickness Unless stated to the contrary any thickness of material described means the thickness after full compaction.

11.3 Drainage & Underground Services All Drainage and underground services installation under pavement construction shall be completed prior to the start of paving works in accordance with section 1.5 of this specification.

11.4 Tolerances

Horizontal and vertical alignments shall be as defined in this specification.The revel of any position on the surface of pavement courses, shall a completed, conform to the following tolerances.

Surface of Course Tolerance for the surface level Subgrade of formation +0mm -25mm Sub-Base +0mm -25mm Building, Membrane & +0mm -10mm protective screed Concrete Pavement / Epoxy Coating +6mm - 6mm

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11.5 Sub-Base

Sub-base material shall be supplied, placed and compacted to a minimum thickness of 150mm strictly in accordance with this specification.

11.6 Mass Concrete Blinding Mass concrete blinding shall be provided to a minimum thickness of 100 mm strictly in accordance with requirements of project specification for concrete and shall be trowelled smooth to receive slip membrane.

11.7 Slip Membrane A slip membrane of 1000 gauge polyethylene or similar sheet shall be laid on top of the blinding strictly in accordance with the recommendations of the supplier in respect of protection and laps.

11.8 Protective Screed

A cementitious concrete protective screed to a minimum thickness of 50 mm shall be provided. 11.9 Reinforced Concrete Paving Slab

Insitu reinforced concrete paving slab shall be provided strictly in accordance with project specification for concrete where applicable which is in turn based upon BS 8110.The wearing surface shall be produced to the requirements of the protective coating manufacturers.

11.10 Joints Expansion and contraction joints shall be provided in accordance with the project specification for concrete, at the location, and to the details shown in the drawings.Isolation joints shall be provided at all interfaces between paving and other concrete works, to the details shown on the project drawings. Construction joints shall be provided in accordance with the details shown in project drawings.The Contractor shall indicate on layout drawings the intended location of all construction joints prior to the start of paving, and shall submit same for approval by the FEWA/Engineer. All additional joints identified by the FEWA/Engineer or necessitated during the execution of the works, shall be provided at the Contractor's cost. Joint sealants shall be heavy duty, impervious to organic chemical attack, and shall beotherwise suitable for use under prevailing site conditions.

11.11 Extra Heavy Duty Non Slip Chemical Resistant Epoxy Coating

The wearing surface of all insitue concrete paving shall be protected by extra heavy duty, non slip, chemical resistant epoxy coating. The substrate and coating shall be provided in strict accordance with the recommendations the coating manufacturer. The Contractor shall demonstrate the competence of all personnel engaged on the work to the satisfaction of FEWA/Engineer.

12 PRECAST CONCRETE PAVING BLOCKS 12.1 General

The paving blocks will be laid on a 60 mm thick sharp sand bedding spread on the compacted subbase. The complete operation shall comply with the manufacturer’s recommendations. The

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use of a mechanical vibrator of an approved type is mandatory.Requirements for concrete paving blocks, and proprietary shapes manufactured for the construction of paved surfaces used by vehicular and pedestrian traffic. Thickness of blocks and of subsurface layers and their preparation to be as defined in Appendix A.

12.2 Sampling and Testing

All sampling, testing etc., carried out in the field and/or in the laboratory will be under the direction and control of the FEWA/Engineer. All scheduled sampling and testing as listed in this Specification will be carried out by the FEWA/Engineer's personnel. The Contractor will be responsible for full assistance as referred to elsewhere for personnel,transport, materials, small tools etc. Such assistance shall be at the full time disposal of the FEWA/Engineer. Before placing orders submit for approval representative sample(s) of all materials to be used. Ensure that delivered materials match sample(s).

12.3 Pavement Construction

A pavement comprises interlocking concrete blocks, a sand bedding course and a sub-base laid on the sub-grade.

12.4 Sub-Grade

The sub-grade shall be prepared in accordance with the Specification for General Civil Construction.

12.5 Sub-Base

It should be formed of either graded material, lean concrete, cement bound granular material or cement-stabilized soil.

12.6 Bedding

The laying course shall consist of sharp sand to BS EN 12620 with a particle size of 4mm (3/16") containing not more than 3% silt and/or clay by weight. The sand shall be obtained from a single source, allowed to drain before use and shall be covered with suitable sheeting to minimize moisture changes.Permissible sulphate and chloride contents shall not exceed 0.4% and 0.06% respectively (expressed as SO3 and Cl by weight).

12.7 Laying Generally

Ensure that sub-bases are suitably accurate and to specified gradients before laying paving.

Cut block/pavers neatly and accuragtely without spalling to give neat junctions at edge restraints and changes in bond.

Select blocks/pavers vertically from at least 3 separate packs in rotation to avoid colour banding.

Lay blocks/pavers on a well graded sand bed and vibrate to produce a thoroughly interlocked paving of even overall appearance with regular sand filled joints and accurate to line, level and profile.

12.8 Acceptance of Base Before starting work ensure that:

The base is sound, clean and suitably close textured.

The levels and falls of the base are as detailed, within the specified tolerance of +/-20mm.

Drainage outlets are within +0 to -10 mm of the required finished level.

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Edge restraints are complete, adequately bedded and haunched and to the required levels.

Haunching to gullies, manholes and the inside face of edge restraints is vertical so that pavings do not 'ride up' when compacted.

12.9 Regularity

Sudden irregularities not permitted.

Where appropriate in relation to the geometry of the surface, the variation in gap under a 3 metre straight edge (with feet) placed anywhere on the surface to be not more than 10mm.

The difference in level between adjacent blocks/pavers to be not more than 2mm. 12.10 Sand for Bedding

Sharp sand or crushed rock fines, not more than 10% retained on a 5mm BS sieve and evenly graded.

Clay, silt and fine dust content not more than 3% by mass.

Free from deleterious salts and contaminants.

Maintain at an even moisture content which will give maximum compaction during any laying period.

12.11 Sand for Jointing

Clean dry sand, 100% passing a 1.18mm BS sieve, 10% passing a 75 micron BS sieve. 12.12 Laying Bedding

Lay, level and compact a layer of bedding material to a thickness of approximately 35mm, then lay and screed to levels a further, uniformly loose layer with sufficient surcharge to give the required finished levels and an overall bedding thickness of not less than 50mm after compaction of paving. Subject to approval of accuracy and regularity of the finished paving the bedding may be laid in a single layer.

Maintain a prepared area of bedding not less than 1 M in advance of the laying face at all times, including at the conclusion of any working period.

Do not deliver bedding sand to working area over uncompacted paving. Ensure that there is no disturbance to the bedding course by pedestrian or wheeled traffic.

12.13 Laying Blocks/Pavers

Commencing from an edge restraint, lay blocks/pavers hand tight with a joint width of 2-5 mm: Do not use mechanical force to obtain tight joints. Place blocks/pavers squarely with minimum disturbance to bedding.

Supply blocks/pavers to laying face over newly laid paving but stack at least 1 metre back from laying face. Do not allow plant to traverse areas of uncompacted paving.

Continually check alignment of pavers with string lines as work proceeds to ensure maintenance of accurate bond.

Infill at edge restraints as work proceeds. Wherever the type of bond and angle of edging permit, avoid very small infill pieces at edges by breaking bond on the next course in from the edge, using cut blocks/pavers not less than 1/3 full size.

12.14 Compacting and Jointing

The blocks shall be compacted to the required levels using a plate vibrator after each 20 sq.m., has been laid.or such area as agreed with FEWA/Engineer. The plate vibrator shall have a plate area of 0.20 to 0.35 sq.m. and have a compaction force of 12-24 kN and a frequency of approximately 75 to 100 Hz.

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A minimum of two passes of the plate vibrator shall be made in each direction, i.e. at 90 degrees to each other. Vibration shall continue until no further compaction of the sand layer is apparent. Fine dry sand with a particle size of 0-3 mm then brushed over the paving, and further passes of the plate vibrator made in each direction, until the sand is no longer absorbed into the joints.The plate vibrator shall not pass closer than 1m to a temporarily unrestrained edge during laying. No paving shall be left uncompacted overnight except for the 1m strip at the temporarily unrestrained edge, which shall be covered and protected from rain.

Thoroughly compact blocks/pavers with vibrating place compactor as laying proceeds but after infilling at edges. Apply the same compacting effort over the whole surface.

Do not leave uncompacted areas of paving at the end of working periods, except within 1 metre of unrestrained edges.

Check paving after compacting first few metres, then at frequent intervals to ensure that surface levels are as specified; if they are not, lift blocks/pavers and relay.

Brush sand into joints, revibrate surface and repeat as required to completely fill joints.

Avoid damaging kerbs and adjacent work during vibration. 12.15 Block Manufacture

Blocks are to be manufactured in accordance with BS 7533 using an approved machine and shall be properly cured before being transported or laid. Mix and lay machines are not approved.Precast concrete paving blocks shall have an interlocking shape approved by FEWA/Engineer.

Cement

The cement used in the manufacture of the paving blocks shall, be Sulphate Resisting Portland Cement from approved manufacturers and shall comply with the requirements of BS 4027.

Aggregates Aggregates shall consist of natural, crushed or uncrushed material, complying with BS EN 12620 and shall be obtained from sites to be approved by FEWA/Engineer.The grading requirements, mechanical and chemical properties of fine and coarse aggregates shall comply with Specification for 'Concrete'. The amount of material passing a BS 75 micron sieve in the combined aggregates when tested in accordance with BS 812 (wet sieving method) shall not exceed the following limits: Natural Crushed

Fine Aggregate 3% by weight 10% by weight Coarse Aggregate 1% by weight

The fine aggregates shall not contain more than 25% by weight of soluble calcium carbonate in either the fraction retained on or the fraction passing a 600 micron BS sieve.The term coarse aggregate means an aggregate retained on a 4.75mm BS sieve with a nominal size of 10mm. The grading of the coarse aggregate shall be as defined in BS 882,and shall be such that when combined with sand and cement shall produce a concrete of maximum density. The maximum aggregate size shall not exceed 20mm.

Admixtures

Admixtures will only be permitted to be used in the concrete with approval of FEWA/Engineer.When admixtures are used in the manufacture of the blocks very strict control is to be maintained to ensure that the correct quantity of admixture is used at all times.

Concrete Mixes

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The total chloride content of any mix, including that present in the cement, expressed as Cl shall not exceed 0.6% by weight of cement in the mix and the total sulphate content expressed as SO3 shall not exceed 4% by weight of cement in the mix.

Curing Concrete paving blocks shall be properly cured in a manner that is to the satisfaction of FEWA/Engineer.Curing after laying on site will not be approved.After manufacture the paving blocks shall be stored so as to prevent excessive.

12.16 Dimensions and Tolerances

The ratio of length to width on plan shall be not be less than 1:½ nor greater than 2:½ and the widths should be not less than 80mm or greater than 115mm. The thickness of any ten samples shall be The thickness of any ten samples measured at four sensibly different points, to the nearest 0.5mm and shall be within +/- 3mm of the specified thickness. The length and width shall be measured across two opposite faces, to the nearest 0.5mm.The length and width of any of the ten sample blocks shall be within +/- 2mm of the specified length or width. The stock of the square shall be placed in contact with the top or bottom face of the block and the blade brought into contact with the side of the block. The clearance, if any, between the square and the side of the block shall be measured with a feeler gauge at points 10mm from the top and bottom edges. This measurement shall be carried out at six sensibly different points round the block. A side shall be considered normal to the top and bottom faces provided the feeler gauge measurement does not exceed 2mm. Blocks shall be sampled during loading or unloading. One paving block shall be taken at random from each of ten approximately equal sections of the delivery to be tested. The pattern of sampling shall be such that units are taken from the top and sides of sections which are accessible and from inside the stack.

The wearing surface shall not be less than 70% of the total plan area, the wearing surface being that area bounded by a chamfer or radius. For coloured blocks only approved inorganic pigments shall be used. The concrete shall have a minimum pigment content of 10% of the weight of cement.

12.17 Testing of Sample Blocks

The Contractor shall test 10 sample blocks, selected at random by the FEWA/Engineer from each consignment of up to a daily production for characteristic strength compliance. The characteristic compressive strength test shall be as per BS 7533.The characteristic compressive strength of the sample of ten blocks when tested in the manner described below shall not be less than 50 N/mm². The testing machine shall be of any reliable type and comply as regards repeatability and accuracy with the requirements of BS 1610 and also with the requirements of BS 1881 Part 115.

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Concrete paving blocks shall be tested as FEWA/Engineer may direct for water absorption. This test and the maximum acceptable absorption limit shall be in accordance with the BS 1881 Part 122.

12.17.1 Test Procedure

The specimens shall be tested in a wet condition after being stored for at least 24 hours in water maintained at a temperature of 20 deg. C +/-5 deg. C. Before the specimens are submerged in water, the wearing surface area shall be determined. Plywood, 4mm thick, shall be used as packing between the upper and lower faces of the specimen and the machine platens, and these boards shall be larger than the specimen by a margin of at least 5mm at all points. The load shall be applied without shock and increased continuously at a rate of approximately 15 N/mm² per minute until no greater load can be sustained. The compressive strength of each specimen shall be calculated to the nearest 0.1 N/mm² by dividing the maximum load by the total plan area as, and multiplying by the appropriate correction factor from Table 1 in the code and shall be expressed to the nearest 1 N/mm².

12.17.2 Calculation The characteristic strength shall be calculated from the individual value of the ten blocks determined above.The standard deviation is estimated from the sample of ten specimens by using the formula:

s = (fi - fm)² 9 where s = standard deviation (N/mm²); fi = successively the compressive strength of each of the specimens (N/mm²); fm = arithmetic mean of the compressive strengths of all the specimens (N/mm²) The characteristic strength, fk, is calculated from: fk = (fm - 1.64s) The characteristic strength shall be reported to the nearest 1 N/mm². The minimum bulk density of the paving stones shall be 2.33 t/m³.

12.18 Bond Pattern

Precast interlocking paving blocks used for vehicular carriage ways will be laid to a herringbone pattern in accordance with BS 7533 - Part 3. direction of the pattern shall be maintained throughout the total area to be paved. A change of direction will require the approval of the FEWA/Engineer.The laying course shall be laid to an uncompacted thickness of 25 to 50mm plus a surcharge necessary to provide the specified final bed thickness after vibration of the block paving. During laying the sand shall be uniform in moisture content and shall be carefully screeded to a smooth surface to receive the paving blocks. No compaction of the sand layer and no traffic including pedestrian are to be permitted before the blocks are laid.

The profile of the laying course shall be similar to that of the finished surface. The maximum deviation from the design levels shall be +/- 10mm.The edge restraints to the paved area shall be

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laid in advance of the laying course and all obstacles within the area, such as manhole covers, shall be constructed to the correct finished levels. The paving blocks shall be laid on the sand laying course in such a manner as not to disturb the blocks already laid. Each block shall be placed firmly against its neighbour so that they fit closely together. The joints between blocks shall not exceed 3mm.Where blocks do not fit at the edge restraints or other obstructions such as manholes or upstands the gaps shall be filled using cut blocks. Blocks shall be cut using a mechanical grinder/saw. Where possible starter blocks shall be placed against the edge restraints, so as to minimize the use of cut blocks. Any damaged or broken blocks shall not be laid. Any blocks damaged during compactionshall be replaced at the discretion of FEWA/Engineer.Due allowance shall be made in the final levels of the base for the compaction of the laying course above, which occurs when the paving blocks are being vibrated. The amount of surcharge required for the laying course shall be determined by site trials prior to the commencement of the actual surfacing and shall be repeated when the source of sand supply or a change of weather conditions occur.

12.19 Accuracy

On completion, the finished surface level shall be within 5mm of the design level and the maximum deviation within the compacted surface, measured by a 3m straight edge, shall not exceed 5mm. The level of any two adjacent blocks shall not differ by more than 2mm. Any areas of paving which do not comply with these tolerances shall be removed, the sand laying course lifted and re-laid and the paving blocks re-laid to the correct levels. Dimensional accuracy, uniformity of joint gaps, alignment and squareness shall be checked after laying the first three rows of blocks and thereafter at regular intervals. If joints begin to open the blocks shall be knocked together using a hide mallet.

13. CONCRETE HARD STANDINGS

All materials for concrete hard standings shall meet the requirements of the Specification, section, “CONCRETE AND REINFORCEMENTS”.Precast concrete kerbs, channels and edgings shall comply with the requirements and dimensions shown on the drawings and shall in accordance with BS 7263 Part 1 "Precast Concrete Kerbs, Channels, Edgings and Quadrants". They shall be cast from sulphate resisting concrete and the characteristic compressive strength shall be 50 N/mm² . Kerbs and edgings shown on the drawings with radius less than 12 m shall be constructed to the appropriate radius. Straight units may be used where the radius shown is greater than 12 m.

13.1 Concrete Kerbstones

Precast concrete kerbs and cast-in-place concrete kerbs shall all be made with sulphate resistant type V Portland Cement, with a minimum compressive strength of 30 N/mm².

The visible concrete surfaces shall be smooth, free from defects and of uniform colour and appearance. Form, dimensions, cross sections and design shall be as required by the Site conditions and to the approval of FEWA/Engineer. Kerbs for pavement shall be designed such that the top surface of the pavement shall protrude a distance 300 mm above the graded site level.The kerbs shall ensure the stability/location of the

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pavement. Radius Kerbs/Channels to be used for all radii of 12 metres or less.Angle Kerbs to be used for both internal and external 90o changes of direction; cutting of mitres will not be permitted.

13.2 Laying

A concrete base C30/20 sulphate resisting concrete shall be laid to the dimensions shown on the drawings. Precast concrete kerbs, channels, etc. to be bedded on 1:3 cement:sand mortar not less than 15 mm thick. Upstand kerbs shall only be laid immediately prior to laying of the asphalt concrete surfacing, concrete slab paving, in-situ concrete slabs or paving blocks.Any unit of kerb, channel, edging etc. deviating more than 3 mm from line and level at either end shall be lifted and relaid.

13.3 Concrete for Haunching and Jointing

To BS 5328, Designated mix not less than GEN 1 or Standard mix not less than ST1, very low workability. Kerbs, edgings, etc. shall be haunched with concrete mix C30/20 and shall be jointed with 1:3 cement:sand mortar struck smooth (class 42.5: BS EN 12620 sand, grading M or F).One joint in ten shall be left unfilled with cement mortar and replaced with compressible joint filling material 15 mm thick. The compressible insert shall also be provided through the concrete haunch. The joint shall then be sealed with joint sealing compound.

Kerb Dowels:

Steel bar to BS 4482, 12mm diameter x 150 mm long. Inset dowels vertically into foundation while concrete is still plastic, at centers to suit holes in kerbs and with 75mm projecting. Grout holes in kerbs with 1:3 cement sand mortar finished flush.

Haunching Dowels Steel bar to BS 4482, 12mm diameter x 150 mm long. Inset dowels vertically into foundation while

concrete is still plastic, at 450mm centers, 50mm from back face of kerb and with 75mm projecting. Haunching to be rectangular cross section, cast against formwork, so as to fully enclose and protect dowels.

Drainage Channel System: Lay to an even gradient to ensure no ponding or backfall. Remove all silt and debris before

handing over. 14. ROAD ACCESSORIES 14.1 Gullies, Gratings and Frames

Gratings and frames for gullies shall be made of cast iron and according to dimensions shown on the drawings. They shall be treated on both sides with two (2) coats of approved rust-proof paint. Gullies shall be placed as shown on the approved working drawings. Minimum material characteristics for gullies shall be sulphate resistant reinforced concrete of strength 30 N/mm². Load to be considered is SLW 60 in paved areas. The gullies shall be carried out in accordance with DIN 4092 and the appropriate drawings.

14.2 Cast Iron Covers and Frames

Cast iron covers and frames for manholes and vertical gullies shall be made of cast iron heavy duty capacity of 10 tons solid and medium duty solid. They shall be of sound manufacture and free from projections or solids and shall be treated with two heavy coats of an approved tar compound (inertol thick L or equal). Thereafter, the covers shall be fixed on to the previously installed frames after lining from the inside with grease and sand mix. Frames shall be single seal, square and covers shall be of the circular type.

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14.3 Raising and Lifting Bars

One raising and lifting bar of approved design shall be supplied by the Contractor with each five manhole covers and frames.

No separate payment will be made for these bars and the Contractor must allow for the cost

thereof in his offer. 14.4 Guardrails or Barriers

The Contractor shall install guardrails or barriers at locations where it will be necessary to protect plant, fire hydrants, etc. from accidental damage from vehicles.

They shall consist of profile steel posts I 14, a special guardrail of galvanized corrugated steel of

not less than 3 mm thickness 30 cm high to run horizontally at a height of top edge at 60 cm above ground.

A galvanized steel pipe of 2” diameter shall be arranged at a total height of 1.20 m. A steel plate 100/100/10 mm shall hold the pipe rail.

The barrier shall be secured to the vertical post to be arranged at distances not exceeding 1.50 m.

Steel parts have to be protected against corrosion according to the Specification of division “Painting”.

The posts shall be embedded in concrete foundations of not less than 80 cm depth below ground

level.

14.5 Traffic Signs and Carriageway Markings Sign boards

The number, type and location of traffic signs shall be agreed with FEWA. Signs shall comply with BS 8442, ‘Traffic Signs Manual’ (H.M.S.O.) and ‘Traffic Sign Regulations and Directions’ (H.M.S.O.). They shall be reflectionised, fabricated from sheet aluminium to BS EN 485-3 and mounted on circular hollow structural steel sections grade 43C to BS7668. Material for Markings

The materials for road markings shall be hot applied ‘Spray-plastic’ complying with BS 3262 and suitable for use in hot climates.The material shall consist of light coloured white silica sand, crushed calcite, calcinal flint or quartz aggregate, pigment and extender, bound together with a thermoplastic resin,plasticised as necessary. The approximate composition of the material as laid, includingspray on ballotini, will be:

Aggregate - 40% Ballotini (Glass Beads) - 20% Pigment and Extender - 20% Binder - 20%

The proportioning of the various ingredients shall be such that the final product, when in a molten state, can be readily sprayed onto the road surface to give an even line of good definition.Glass beads sprayed onto the surface of the line will conform to the following grading:

Sieve No. % Passing 1.70 mm 100 0.600 mm 85 - 100 0.425 mm 45 - 100

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0.300 mm 10 - 45 0.212 mm 0 - 25 0.075 mm 0 – 5

Not less than 80% of the glass beads shall be of transparent glass, reasonably spherical and free from flaws. The glass beads shall have a refractive index of 1.50.

All markings shall be white containing a titanium dioxide (anatase or rutile) pigment and its content shall be such as to give a minimum luminance factor for the material of 75 when measured in accordance with Appendix D of BS 3262.The extender shall be calcium carbonate prepared from natural chalk. The total content of pigment and extender shall be between 18 and 22%.The binder shall be based predominantly on synthetic hydrocarbon resins plasticised with mineral oil. The viscosity and wetting properties of the molten binder at the spraying temperature shall be such as to give a composition of satisfactory spraying properties.

(1) Properties The material for the sprayed traffic markings shall have: (a) a density of approximately 2.0 grams per cubic centimetre. (b) an open flash point exceeding 230 deg.C. (c) a softening point when measured by the Ring and Ball Method contained in BS 2000, pt 58 of between 95 deg.C and 102 deg.C. (d) a flow resistance such that the percentage decrease in the height of the cone of the

material shall not be more than 25 after testing for 48 hours at 40 deg.C in accordance with Appendix F of BS 3262.

(e) the impact resistance (when tested at -1 deg.C. in accordance with the Impact Test in AASHTO T 250) shall be greater than 10 inch pounds; (f) an abrasive wear resistance of more than 100 revolutions per 0.33 mm when tested in accordance with Appendix K of BS 3262. (g) a laboratory skid resistance of not less than 45 when tested in accordance with Appendix G of BS 3262. (h) a drying time of not less than 10 minutes (AASHTO M 249).

14.6 Storage Each container shall:

(a) protect the contents from contamination. (b) have a capacity between 25 and 100 kg. (c) be clearly marked with the manufacturer's name, batch number and date of manufacture.

14.7 Application

Application shall be by a self propelled mobile sprayer, at a temperature in the range 211deg.C to 225 deg.C., to give a finished thickness of 2 - 2.5 mm.The pavement surface shall be dry and free from loose debris, mud and other extraneous matter. In addition to the glass beads included in the material a further quantity of glass beads be sprayed under pressure onto the hot sprayed plastic line at the time of application at a rate of 400-500 gms/sq.m.

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14.8 Finished Line Requirement The finished lines shall be free from raggedness on sides and ends and be in true plane with the general alignment of the carriageway. The upper surface of the lines shall be level, uniform and free from streaks.

14.9 Quality Control Programme

The contractor will be responsible for the quality of all purchased items and as such will develop and submit a Supplier Quality Control Programme for approval. The programme shall cover testing of the materials by an approved Testing Laboratory to ensure compliance with the Specification. The supply of samples, the testing thereof and the obtaining of Compliance Certificates shall be for the responsibility of the Contracrtor.

15. MISCELLANIES ITEMS 15.1 Gravelled Areas

Areas of the Site not occupied by buildings, plant installations, roads, paving, parking and storage areas shall be prepared to protect them from erosion and provide access to off road areas of the Site. These areas shall be cleared of all obstructions and vegetation and the ground level reduced to a minimum of 150 mm below the level of adjacent roads. After compaction the area shall be filled with a 130 mm layer of 20 mm grade gravel or crushed stone in the areas indicated on the drawings.

15.2 Pumping Points

Pump stations may be required for collection and discharge of clean drain, storm-water from paved areas. They shall be constructed of cast-in-situ concrete and mainly buried into the soil. The top slabs shall not be subject to traffic loads and therefore be surrounded by steel railing or protective walls.

Water shall be discharged by the use of submersible pumps. Each sump will have 2 pumps. One pump will be operational and the other on standby. Entry to the basins shall be permitted by a minimum of two manholes with rungs embedded into the concrete walls. The bottom slab shall be sloped towards the pumps.

15.3 Soakaways Soakaways shall have a minimum diameter of 1.50 m. They shall be composed as follows:

Excavation of a well of required size and depth (3 m at least),

Filling with 22/40 crushed stones up to a height of 2.00 m below the top edge,

Filling with 8/16 crushed stones up to a height of 1.00 m below the top edge,

Filling of the remaining volume with 2/8 crushed stone.

Number and sizes of the pits shall be selected according to the water volume to be evacuated and the soil permeability. The soakaway shall be located at sufficient distance, normally not less than 20 meters, from the buildings in order not to cause settlement of structures and at locations approved by the Engineer.

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16. EXTERNAL WORKS 16.1 Landscaping and Irrigation

Detailed landscape and irrigation proposals shall be submitted to the Authority for approval. The proposals for irrigation shall be based on the approved detailed landscape design. An outline of the landscape requirements is given on the drawings and the works shall be executed with respect to the associated relevant specifications.

16.2 Irrigation System General

The work under this section covers the irrigation system which shall include pipes, fittings, drip emitters, sprinklers, pumps, valvings and all other appurtenances necessary for a system. Grass and plants to be irrigated by sweet water.

The system shall efficiently and evenly convey irrigation water, be complete and shall result in

operation to the satisfaction of the Owner. Ducts for pipes to be provided between planters. Intent of Specification; It is the intention of this Section to accomplish the work of installing and

irrigation system which will operate in an efficient and satisfactory manner for emitter and pop-up sprinkler operation.

Scope

The scope of work for irrigation includes the following:

Irrigation water tank of sufficient capacity for one summer day's water requirement. The tank shall be of GRP or similar lasting material installed underground with incoming pipes supplying fresh water, overflow pipes with connection to the storm drainage system, water level controls and valves.

Irrigation variable frequency pump set including all electromechanical works such as cabling, piping, controls, etc.

Irrigation filtration system

Irrigation water ring main pipes, fittings, thrust blocks and control cables.\

Secondary and PE pipes, fittings, sleeves, sprinklers, sprayers, bubblers, drippers, etc.

Isolation valves and valve chambers

Controllers, solenoid valves and valve chambers.

17. REMEDIAL WORK During the Contract or Defects Liability Period:

Any areas of paving which settle must be relaid as specified.

Where early trafficking.

18. UNPAVED FINISHES General

The work shall consist of levelling the subgrade. Remainder of Unpaved Areas

Subgrade is to be graded and levelled, and be protected by a single layer of drainage geotextile membrane and topped with 20 mm average size gravel upto the finished levels.

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APPENDIX A SCHEDULE OF EXTERNAL FINISHES I 1.1 Light duty interlocking concrete block paving [For pedestrian footpaths only].

60mm thick. Precast concrete interlocking block- Laid, jointed, set and supported in accordance with manufacturersrecommendations and details. 60mm thick Paver to be set and jointed in 50mm thick coarse sand upon 100mm thick mass concrete blinding, lean mix concrete, cement bound granular material or suitably blinded granular subbase material. Subgrade to be pre-rolled and compacted and brought up to level using suitable fill materials as required.

1.2 Medium duty interlocking concrete block paving For pedestrians and lightly trafficked

areas only 80mm thick. Precast concrete interlocking block- Laid, jointed, set and supported in accordance with manufacturers recommendations and details. 80mm thick Paver to be set and jointed in 50mm thick coarse sand upon 100mm thick mass concrete blinding, lean mix concrete, cement bound granular material or suitably blinded granular subbase material. Subgrade to be pre-rolled and compacted and brought up to level using suitable full materials as required.

1.3 Heavy duty interlocking concrete block paving For plant service roads and aprons

100mm thick. Precast concrete interlocking block- Laid, jointed, set and supported in accordance with manufacturers recommendations and details. 100mm thick Paver to be set and jointed in 50mm thick coarse sand upon 100mm thick mass concrete blinding, lean mix concrete, cement bound granular material on suitably blinded 200mm thick granular subbase material. Subgrade to be pre-rolled and compacted and brought up to level using suitable full materials as required.

2.1 Medium duty insitu concrete paving 175mm For pedestrian and equipment access

175mm thick reinforced concrete slab with 1 layer A393 mesh cut, lapped and bent to suit,set at 75mm cover, and to be panelled, jointed and laid to falls complete with edge thickenings and upstands as shown on drawings.Pavement shall be laid on 50mm thick protective screed, a 1000 gauge slip layer,100mm thick mass concrete blinding on 300mm thick granular subbase. Subgrade to pre-rolled brought upto level and compacted.

3.1 Concrete roads and aprons heavy duty. Generally to be as medium duty insitu concrete paving reference 2.1 above though to be 250mm thick with 2 layers A393 mesh reinforcement. Entire area to receive extra heavy duty chemical resistant non slip epoxy finish applied as per manufacturer's recommendations. Subbase material to be 300mm thick DTp type 1. Subgrade to be fully pre-rolled brought upto level.

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3.2 As 3.1 but within areas of hydrocarbon spillage further protected by a heavy duty chemical resistant non slip epoxy finish. Concrete surface to be prepared in accordance with requirements of coating system manufacturer.

4.1 Coarse ballast to unpaved areas.200mm thick layer of sound single sized 20-40

grade river gravel la

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