division 02 sitework final

AL FATEH UNIVERSITY ODAC Division 02 Sitework

1 Al LABINA / AL MANAR in partnership with Hamza/ ECH/ LCE JV

GENERAL SPECIFICATIONS FOR

BUILDING CONSTRUCTION

DIVISION 02 : SITEWORK



Foreword The internationally recognized framework known as Masterformat released by the Construction

Specifications Institute (CSI) has been adopted in order to organize the sorting and numbering in the new

edition of the specifications in a manner that insures the easy flow and exchange of information among

specialists and the community of the building industry at large. The new edition involves 12 main

divisions. These divisions are:

Division 01: General Requirements

Division 02: Site work

Division 03: Concrete

Division 04: Masonry

Division 05: Metals

Division 06: Wood and Plastics

Division 07: Thermal and Moisture Protection

Division 08: Doors and Windows

Division 09: Finishes

Division 14: Conveying Systems

Division 15: Mechanical

Division 16: Electrical

Each Division comprises a number of related Sections. For example: Division 08 includes eight sections.

They are:

08100 Doors and Frames

08200 Wooden and Plastic Doors

08300 Special Doors

08400 Entrances and Storefronts

08500 Metal Windows

08600 Wooden and Plastic Windows

08700 Hardware

08800 Glazing

Further, each Section incorporates seven Parts as follows:

Part 1: General: This is mainly concerned with the references, quality control, submittals, programs,

and maintenance.

Part 2: Products: This gives a breakdown of material used in addition to their properties and place of

installation.

Part 3: Execution: The most significant items in this Part are the execution and installation of the

works, field quality control, as well as cleaning and protection methods.



Part 4: Methods of Measurement: This indicates the measurement units and the measuring methods

that shall be used for the Bills of Quantities.

Part 5: Basis of Payment: This indicates the work that shall be completed for each item of the Bills of

Quantities. It also indicates the ancillary works to be included in the unit price rate.

Part 6: Annex: Tables and Figures: Those relevant to the individual Section.



DIVISION 02 SITEWORK



INDEX

Division 01: General Requirements Division 02: Sitework

02200 Earthwork 02500 Paving and Surfacing 02660 Water Distribution 02700 Sewerage and Drainage 02810 Irrigation Systems 02900 Landscaping

Division 03: Concrete Division 04: Masonry Division 05: Metals Division 06: Wood & Plastics Division 07: Thermal & Moisture Protection Division 08: Doors & Windows Division 09: Finishes Division 14: Conveying System Division 15: Mechanical Division 16: Electrical

AL FATEH UNIVERSITY ODAC Division 02 Sitework Section 02200 Earthwork

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Al LABINA / AL MANAR in partnership with Hamza/ ECH/ LCE JV

Division 02 - Site work Section 02200 - Earthwork Part 1: General 1 01 Summary The work covered by this section consists of providing all tools, labour, equipment and materials, and performing all operations in connection with excavation and backfilling for structures, pavements, and utility service lines related to building construction.

1 01 01 Section Includes

01.0 Preparation of subgrade and subbase/base course for structures.

02.0 Preparation of subgrade and subbase/base course for pavements.

03.0 Preparing of subgrade and subbase/base course for utilities.

04.0 Excavation and backfilling for structures.

05.0 Excavation and backfilling for pavements.

06.0 Excavation and backfilling of pits and trenches for utility lines including buried mechanical and electrical appurtenances.

1 01 04 Related Sections

02500 Paving and surfacing

02660 Water Distribution

02700 Sewerage and Drainage

02900 Landscaping

03300 Cast-In-Place Concrete

1 02 References 1 02 01 Applicable Standards

1 02 01 04 USA Standards

1 02 01 04 01 American Society for Testing and Material (ASTM)

ASTM C 88: 90 Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate.

ASTM C 131: 96 Standard Test Method for Resistance to Degradation of Small Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine.

ASTM C 136: 89 Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C 535: 84 Standard Test Method for Resistance to degradation of Large Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine.

ASTM D 422: 84 Standard Test Method for Particle-Size Analysis of Soils


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ASTM D .653: 90 Standard Terminology Relating to Soil, Rock, and Contained Fluids

ASTM D 854 Specific gravity of soils.

ASTM D 1556 Determination of the dry density of the soil on the site.

ASTM D 1140: 92 Standard Test Method for Amount of Material in soils finer than the 0,075 mm Sieve

ASTM D 1194: 87 Standard Test Methods for Bearing Capacity of Soil for Static Load and Spread Footings

ASTM D 1556: 90 Standard Test Method for Density of Soil in Place by the Sand-Cone Method

ASTM D 1557: 91 Standard Test Method for Moisture-Density Relations of Soils and Soil-Aggregate Mixtures using 4,54 kg Rammer and 457 mm Drop

ASTM D 1883: 94 Standard Test Method for California Bearing Ratio of Laboratory-Compacted Soils

ASTM D 2167: 84 Standard Test Method for Density and Unit Weight of Soil in Place by the Rubber Balloon Method

ASTM D 2216: 92 Standard Method for Laboratory Determination of Water (Moisture) Content of Soil, Rock, and Aggregate Mixtures

ASTM D 2419: 79 Standard Test Method for Sand Equivalent Value of Soils and Fine Aggregate

ASTM D 2487: 85 Standard Test Method for Classification of Soils for Engineering Purposes

ASTM D 2488: 84 Standard Practice for Description and Identification of Soils

ASTM D 2922: 91 Standard Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods

ASTM D 3017: 88 Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods

ASTM D 4318: 95 Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D 4253: 93 Standard Test Methods for Maximum Index Density of Soils Using a Vibratory Table

ASTM D 4254: 91 Standard Test Methods for Minimum Index Density of Soils and Calculation of Relative Density

BS 1377 Determination of sulphate content, ion exchange method.

1 02 Codes

BS 6031: 81 Code of practice for earthworks

BS 8000-1: 89 Code of practice for excavation and filling


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1 03 Definitions 1 03 01 Technical Terms

Backfilling - spaces from excavation being refilled will be referred to as backfilling.

Base course - a layer of specified or selected granular material of planned thickness constructed on the or subbase for the purpose of serving one or more functions such as distributing load, providing drainage etc.

Borrow material - material obtained from sources other than from site excavation. This is a reference to the source of supply and not to the characteristics of the material.

California Bearing Ratio (CBR) - the ratio of the force per unit area required to penetrate a soil mass with a circular piston.

Cohesion - that property of material that tends to make its particles stick together.

Cohesionless soil - a soil that when unconfined has little or no strength when air-dried and that has little or no cohesion when submerged. Sand is a cohesionless soil.

Cohesive soil - a soil that when unconfined has considerable strength when air-dried and that has significant cohesion when submerged.

Compaction - the artificial densification of a soil by means of mechanical manipulation (e.g. rolling, tamping, vibration, or other means). The percent compaction is defined as the ratio, in percent, of the as-compacted field dry density to the laboratory maximum dry density.

Excavation - (a) the act of taking out material (e.g. soil); (b) the materials taken out; (c) the cavity remaining after materials have been taken out.

Embankment - a raised earth structure on which the roadway pavement structure (granular subbase/base course, asphalt concrete). is placed. When finally placed and graded it will be act as a subgrade.

Embankment material - see fill material.

Fill material - soil material being placed upon the surface of an existing ground resulting in a higher construction will be referred to as fill. (In road construction often designated as preparation of embankment)

Grading - (a) construction of the earthwork portion of a road. (b) Planning or smoothing the surface of parts of ground by means of motor-driven adjustable steel blade (grader).

Ground surfaces - see subgrade.

Ground water - that parts of the subsurface water that is in the saturated zone.

Natural water (Moisture) content - as determined by ASTM D 2216.

Optimum moisture content - the water content at which a soil can be compacted to a maximum dry unit by a given compaction effort. Determined by the ASTM standard specified to determine the maximum dry density for relative compaction.


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Organic clay - a clay with a high organic content.

Peat - a naturally occurring highly organic substance derived from plant materials

Plasticity - the property of a soil or rock which allows it to be deformed beyond the point of recovery without cracking or appreciable volume change.

Plasticity index - the range of water content over which a soil behaves plastically. Numerically, it is the difference between the liquid limit and the plastic limit.

Plastic limit - (a) the water content corresponding to an arbitrary limit between the plastic and the semi-solid states of consistency of a soil. (b) The water content at which a soil will just begin to crumble when rolled into a thread approximately 3,2 mm in diameter.

Relative density- as defined by ASTM D 4253 and D 4254.

Roadbed - the graded portion of a road, upon which the granular subbase/base course is being placed. The top of the subgrade or embankment.

Rock - natural solid mineral matter occurring in large masses or fragments.

Sand equivalent - a measure of the amount of silt or clay contamination in fine aggregate as determined by test.

Soil classification - the arrangement of soils in classes according to their physical properties. There are several systems of soil classifications.

Subbase course - the layer or layers of specified or selected granular material of designated thickness placed on a subgrade to support a granular base course.

Subgrade - the undisturbed soil prepared to support a structure or a pavement system. The subgrade, if not adequate, may be improved by (a) the incorporation of stabilizers, (b) any course or courses of granular material placed on the subgrade or by (c) an asphaltic subbase (roadbase) on the subgrade. If the subgrade is of adequate quality or is improved by one of the methods described under (a) (b) (c), it may serve as subbase course.

Topsoil - surface soil, usually containing organic matter.

1 03 02 Abbreviations

Q.C. Quality Control

1 05 Submittals In compliance with Conditions of Contract, the following shall be submitted thirty (30) days before earthworks are scheduled to commence.

1 05 04 Quality Control Submittals

01.0 Documented experience of Contractors sites engineer(s) and operator(s).

02.0 Records and reports of Contractors Source Q.C.

03.0 Records and reports of Contractors Field Q.C.

04.0 Records and reports of Contractors Internal Q.C.


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05.0 Records and reports of External (third-party) Q.C.

06.0 Chemical analysis of earthfill

1 05 06 Other Submittals

01.0 Records and reports of contractors major equipment.

1 06 Quality Assurance Sampling, testing and checking procedures shall be recorded on a daily basis (i.e. indicating day, month, year) including corrective actions taken by the Contractor if necessary. Reports and records shall be available for assessment to the Engineer not later than three (3) days after testing and checking. Reports and records shall be established in a manner to ensure traceability. Arrangements shall be made in Contractors work schedule and time allowed for testing and checking as indicated.

1 06 01 Qualifications

Contractors site engineer responsible for earthwork shall have at least five (5) years of documented experience in this field, shall be familiar with the referenced standards, and shall have successfully completed work similar in material, design, and extent to that work indicated for the project.

Contractors operators shall be skilled and familiar with all work and equipment and shall have at least three (3) years of documented experience.

1 06 04 Quality Control

1 06 04 01 Internal Quality Control

Contractors Internal Q.C. shall include but not be limited to the following:

Checking of suppliers test certificates to conform compliance with specifications and standards prior to first delivery. Checking of suppliers delivery tickets to comply with supply order .Checking of correct storage of fill and backfill and aggregates for subbase and base course at least every week. Checking of maintenance of equipment to comply with manufacturers instructions at least every month.

Field Q.C. as specified in ref. 3 04.

Source Q.C. as specified in ref. 1 06 04 03.

1 06 04 02 External Quality Control

The Contractor shall employ and pay for a qualified independent geotechnical testing laboratory/Agency which will supervise Quality Control procedures carried out by the Contractor and perform its own sampling, testing and inspection services during earthwork operations in accordance with indicated standards and specifications.

The laboratory/Agency shall be approved by the Engineer.

All checking procedures and tests performed by the laboratory/Agency shall be properly documented and submitted to the Engineer within three (3) days after checking and testing.

1 06 04 03 Source Quality Control

01.0 Testing imported fill in accordance with ASTM D 2487 and ASTM D 1557 for every 500 m3


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02.0 Testing subbase and base course material in accordance with ASTM C 136, ASTM C 131, ASTM D 4318, ASTM D 1557, and ASTM C 88 for every 500 m3

1 07 Delivery, Storage, and Handling 1 07 01 Packing and Shipping

For transport only equipment suitable for the location and type of work shall be used and maintained in proper working condition and in charge of skilled and competent operators.

1 07 02 Storage and Protection

Topsoil shall be removed by stripping and carefully stockpiled for re-use unless otherwise specified.

Granular subbase- and base course material shall be stored and handled in a manner that excludes degradation and segregation and avoid contamination.

1 08 Project and Site Conditions If a subsurface investigation has been provided to the Contractor, the Employer will not be responsible for interpretations or conclusions drawn from this data by the Contractor.

The Contractor at his option may perform additional investigations or exploratory operations.

The Contractor shall locate existing underground utilities in areas of excavation.

If utilities or structures are indicated to remain in place, adequate means of support and protection during earthwork operations shall be provided.

When uncharted or incorrectly charted piping or other utilities are encountered during excavation, the utility operator shall be consulted immediately for directions.

Damaged utilities or structures shall be repaired to the satisfaction of the utility operator or paid the cost, which may result from any of the Contractors operations during the period of contract.

Existing utility serving facilities occupied by the Employer shall not be interrupted during occupied hours, except when permitted in writing by the Engineer and when acceptable temporary utilities have been provided.

1 08 02 Environmental Requirements

Dust on and near work and on and near all off-site borrow areas shall be controlled by use of all means necessary if such dust is caused by the contractors operations during performance of the work.

Necessary precautions shall be taken to prevent pollution of ground with fuel, oil, chemicals or other harmful materials.

Before commencing any excavation, trees, plants, shrubs, hedges etc. to be retained, protected and/or preserved shall be identified and marked.

Excavation by hand shall be performed within dripline of trees and plants to be retained.

Root systems shall be protected from dry-out or damage to the greatest extent possible. Exposed roots shall be covered with burlap and maintained in moist condition.


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Part 2: Products 2 01 Materials 2 01 01 Material to be Excavated

Unclassified as indicated hereinafter.

2 01 01 01 Classified Excavation

2 01 01 01 01 Top Soil

01.0 The top layer of soil which contains besides organic matters mineral elements in adequate quantity to act as a nutrient medium for vegetation when watered.

2 01 01 01 02 Easily Loosened Excavation

01.0 Easily loosened excavation will be non-cohesive sand; sand-gravel mixes, and gravels containing less than 15% of clay and shall not contain more than 30% (by weight) of stones of gradation exceeding 63 mm and shall not contain any single stone exceeding 0,01 m3 in volume.

2 01 01 01 03 Moderately Loosened Excavation

01.0 Moderately loosened excavation will be mixture of sand, gravel, and clay containing more than 15% (by weight) of clay as well as all cohesive soil with a water content classifying the soil as soft plastic. Stones shall be not exceed portions given under ref. 2 01 01 01 02.

2 01 01 01 04 Excavation Loosened with Difficulties

01.0 Excavation ref. 2 01 01 01 02 and ref. 2 01 01 01 03 containing more than 30% by weight of stones exceeding a gradation of 63 mm up to a volume of 0,01 m3. Also included are all cohesive soils with low moisture content.

2 01 01 01 05 Rock Excavation for Pits and Trenches

01.0 Rock excavation for pits and trenches will be defined as material that cannot be excavated with a track-mounted power excavator.

2 01 01 01 06 Rock Excavation for Open Excavation

01.0 Rock excavation for open excavation will be defined as material that cannot be dislodged and excavated with modern track-mounted, heavy-duty excavating equipment without drilling, blasting, or ripping.

2 01 01 02 Unclassified Excavation

All excavation regardless of type, nature, composition, or conditions of the materials encountered.

2 01 01 03 Unclassified Excavation Except for Rock.

All excavation regardless of type, nature, composition or conditions of the material encountered, except for rock acc. to 2 01 01 01 05 or 2 01 01 01 06.


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2 01 02 Excavated Material to be Filled and Backfilled

2 01 02 01 General

Material to be filled and backfilled shall be free from roots, organic matter, trash, debris and other deleterious material and shall be excavated and stockpiled as necessary for the appropriate type of fill and backfill or disposed off site if unsatisfactory or directed by the Engineer.

2 01 02 02 Satisfactory Material (Selected Material)

01.0 Satisfactory soil materials are defined as those complying with ASTM D 2487 soil classification groups GW, GP, GM, SM, SW, SP unless otherwise specified and subject to approval by the Engineer.

2 01 02 03 Unsatisfactory Material

01.0 Unsatisfactory soil materials are defined as those complying with ASTM D 2487 soil classification groups GC, SC, ML, MH, CL, CH, OL, OH, PT unless otherwise specified and subject to approval by the Engineer.

2 01 02 04 Earth Fill

01.0 Soil material free of clay, rock, or gravel larger than 75 mm in any dimension, debris, waste, or any other deleterious material.

2 01 02 05 Earthfill under Landscaped Areas

01.0 The top 50 cm of earth fill below topsoil shall be obtained from a source approved by the Engineer and shall be free of any stones larger than 50 mm in any direction, concrete, bricks, debris, or any other deleterious matter and shall act as a source of plant nutrients and moisture.

02.0 Earth fill shall have a pH-value 6,5 - 8,50 and the total soluble salts content in a saturated soil extract shall not exceed 1,500 ppm. The Exchangeable Sodium Percentage (E.S.P.) shall not be greater than 10%.

03.0 The Contractor shall provide the Engineer with a chemical and physical analysis prior to delivery and filling.

2 01 03 Imported Backfill and Fill

2 01 03 01 General

No imported materials shall be delivered to the site until the proposed source and material tests have been accepted in writing by the Engineer.

Final acceptance will be based on tests made on samples of materials taken from the completed and compacted layer.

If tests indicate that the material does not meet specification requirements, material placement shall be terminated until corrective measures are taken. Material, which does not conform to the specification requirements and is placed in the Work, shall be removed and replaced.

2 01 03 02 Satisfactory Material

See ref. 2 01 02 02


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2 01 03 03 Unsatisfactory Material

See ref. 2 01 02 03

2 01 03 04 Earthfill

See ref. 2 01 02 04

2 01 03 05 Earthfill under Landscaped Areas

See ref. 2 01 02 05

2 01 03 06 Granular Subbase Course Material

Material shall consist of hard, durable particles or fragments of stone or gravel, free from dirt, clay balls organic matters, and any other deleterious material, screened or crushed to required size and grading.

Granular subbase course material shall be central plant mixed and shall produce a uniform mixture with the correct moisture content and shall conform to the following physical requirements:

01.0 Sand Equivalent when tested in compliance with ASTM D 2419: min. 25

02.0 Loss of abrasion when tested in compliance with ASTM C 131: max. 50

03.0 Plasticity Index when tested in compliance with ASTM D 4318: max. 10

04.0 Material shall conform to the following gradation:

Sieve Designation Percentage by Weight

75 mm 100

50 mm 90 -100

4,75 mm 35 - 70

0,0075 mm 0 - 15

The grading is based on aggregates of uniform specific gravity and the percentage passing the various sieves are subject to correction by the Engineer when aggregates of varying specific gravity are used.

2 01 03 07 Granular Base Course Material

Material shall consist of hard, durable particles or fragments of stone or gravel, free from dirt, clay balls organic matters, and any other deleterious material, screened or crushed to required size and grading.

Granular base course material shall be central plant mixed and shall produce a uniform mixture with the correct moisture content and shall conform to the following physical requirements:

01.0 Sand Equivalent when tested in compliance with ASTM D 2419: min. 50

02.0 Loss of abrasion when tested in compliance with ASTM C 131: max.50

03.0 Plasticity Index when tested in compliance with ASTM D 4318: max. 6

04.0 Loss of Sodium Sulfate when tested in compliance with ASTM C 88: max. 10%

05.0 Loss of Magnesium Sulfate when tested in compliance with ASTM C 88: max. 12%


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06.0 Material shall conform to the following gradation:

Sieve Designation Percentage by Weight

37, 5 mm 100

25 mm 60 - 100

19 mm 55 - 85

4,75 mm 35 - 60

2,00 mm 25 - 50

0,425 mm 15 - 30

0,075 mm 8 - 15

The grading is based on aggregates of uniform specific gravity, and the percentage passing the various sieves are subject to correction by the Engineer when aggregates of varying specific gravities are used.

2 01 03 08 Granular Drainage Fill under Slabs-on-Grade

01.0 Capillary water barrier under slabs-on-grade shall consist of clean crushed nonporous rock, crushed or uncrushed gravel. The maximum particle size shall be 37,5 mm and no more then 2% (by weight) shall pass the 4,75 mm size sieve.


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Part 3: Execution 3 01 General Examination All natural ground surfaces upon which foundations and embankments are to be constructed shall be checked for unsuitable material.

Areas where unsuitable material has been found and removed shall be approved by the Engineer prior to placing concrete or any filling or backfilling.

3 02 General Preparation Stakes, control survey points, and benchmarks shall be established and maintained during construction by the Contractor.

Positions and levels of existing utility lines shall be located and marked according to information obtained from utility operators.

3 03 Excavation, Filling, Backfilling and Compaction 3 03 01 General

3 03 01 01 Excavation

Contractors schedule of work shall ensure that no excavation is left in an exposed condition for a period of more than thirty (30) days unless otherwise specified or directed by the Engineer

Excavation shall be performed to lines, levels, dimensions, and depths indicated on Drawings and/or as directed by the Engineer

Excavation shall be extended to a sufficient distance from walls and footings to allow for placing and removal of forms, installation of services, and for inspections, except where concrete is authorized to be placed directly against excavated surfaces.

All suitable and acceptable excavated material shall be used as backfill, fill or subgrade preparation and shall be stockpiled at locations approved by the Engineer. Stockpiles shall be placed, graded and shaped for proper drainage.

Material which is unnecessarily wasted, disposed off, or otherwise misused shall be replaced at Contractors expense.

Sides of excavations shall be sloped as necessary to protect workmen. Where sloping is not possible because of space restrictions or stability of material excavated, sides shall be shored and braced.

Sides and slopes of excavation shall be maintained in safe condition until completion of backfilling regardless of time period excavations will be open.

On rock surfaces, only excavation methods that will leave the bottom of an excavation in a solid and unshattered condition shall be used.

Sloped surfaces shall be cut into rough steps or benches to provide a satisfactory bond.

Overdepth excavation of unsatisfactory material below lines and levels indicated shall be as directed by Engineer.


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3 03 01 02 Preparation of Subgrade/Ground Surface Preparation

All debris, unsatisfactory soil material, and other deleterious material shall be removed from the ground surface prior to placing any fill, backfill or concrete. When the existing ground surface has a density less than specified hereinafter for particular areas, the ground surface shall be scarified, pulverized, moisture-conditioned to optimum moisture content and compacted to required depth and percentage of maximum density as indicated.

When the subgrade is part fill and part excavation or natural ground, the excavated or natural ground portion shall be scarified to a depth of 300 mm and compacted as specified for the adjacent fill.

Where soil has been softened or eroded by flooding or during unfavorable weather, all damaged areas shall be removed, backfilled, filled, and compacted.

Subgrade outside building lines shall be graded within limits of construction between points where elevations are indicated or between such points and existing grades.

Finished grading shall be free from irregular surface changes and within the following tolerances:

01.0 unpaved and landscaped areas to receive topsoil shall be finished within not more than 30 mm above or below required subgrade elevations.

02.0 under slabs on grade, finished grading shall be smooth and even, free of voids, compacted as specified, with finished surface not more than 13 mm above or below required subgrade elevation.

03.0 under pavements, finished grading shall be graded to line and cross-section, with finished surface not more than 30 mm above or below required subgrade elevation. Surface smoothness of finished surface shall be 13 mm in 3 m.

3 03 01 02 01 Levels To Be Recorded

The Contractor shall take and record such all levels and dimensions as necessary during the progress of excavation.

3 03 01 02 02 Excess Excavation To Be Made Good

The Contractor shall at his own expense remove from Site all material arising from excess excavation and make good the same with "Plain Concrete" as may be reasonably required by the Engineer having regard to the circumstances.

3 03 01 02 03 Disposal Of Excavated Material

Excavated material shall be disposed off Site only by night.

Material to be disposed shall become the property of the Contractor and he shall be entirely responsible for its removal from the Site and its ultimate disposal.

The Contractor's disposal of materials arising from Site clearance shall be undertaken as the work progresses so that the Site is kept free from unnecessary obstructions, at all times. The Contractor shall be responsible for obtaining all permits at no additional cost to the Employer.

3 03 01 03 Backfilling and Filling

Tentative acceptance of the source of delivery of imported fill and backfill will be based on an inspection of the source by the Engineer and certified test results submitted by the contractor.


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Backfill and fill shall not be placed, spread and compacted during unfavorable weather conditions. Operations shall not begin until moisture content is satisfactory and approved by the Engineer.

Backfill and fill shall be placed in layers not more than 200 mm in compacted thickness for material compacted by heavy compaction equipment and not more than 100 mm for areas where mechanical tampers are used unless otherwise specified.

Surfaces to receive fill shall be scarified to a depth of at least 150-mm before the filling operation begins.

Backfill and fill shall be placed to required elevation, for each area classification listed below, using materials specified in Part 2: Products of this Section as follows:

01.0 under unpaved and landscaped areas earth fill ref. 2 01 02 04.

02.0 under landscaped areas,

* 02.1 for the top 50 cm earth fill ref. 2 01 02 04 if suitable.

* 02.2 for the top 50 cm ref. 2 01 03 05

03.0 under paved areas,

* 03.1 satisfactory material ref. 2 01 02 02.

* 03.2 granular subbase/base course material ref. 2 01 03 06/2 01 03 07.

04.0 under structural elements, concrete of same class as structure.

05.0 under slabs on grade,

* 05.1 satisfactory material ref. 2 01 02 02.

* 05.2 granular drainage fill ref. 2 01 03 08 of indicated thickness.

3 03 01 04 Compaction

Where layers of soil material have to be moisture conditioned before compaction, water shall be applied in minimum quantities as necessary to prevent free water from appearing on surface during or subsequent to compaction operations.

When fill and backfill, embankment, or subgrade has been tested and approved, the Contractor shall proceed with construction. However, if placement of concrete or the next layer is delayed, compaction testing shall be repeated. If test results indicate that the layer does not meet specified density, regardless of previous test results, the Contractor shall scarify and recompact the material to meet the required density.

Each layer of backfill and fill shall be compacted, providing minimum percentage of maximum density specified for each area classification as listed below in accordance with ASTM D 1557 unless otherwise specified:

01.0 Under slabs on grade and pavement, top 300 mm and each layer of backfill or fill at 95% maximum density.

02.0 Under unpaved and landscaped areas, each layer of backfill or fill at 90% maximum density except top 100 mm for landscaped areas.


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3 03 01 05 Equipment

Compaction equipment shall be of suitable type and adequate to obtain the densities specified and shall be dedicated for the sole purpose of compaction. Material hauling or placing equipment shall not be considered as compaction equipment.

Where rollers cannot operate, compaction shall be obtained by using mechanical tampers. However, hand operated equipment shall be capable of achieving the specified densities.

Compaction equipment shall be operated in strict accordance with manufacturers instructions and recommendations. If inadequate densities are obtained, larger and /or different types shall be provided by the Contractor.

Hand tampers shall weigh not less than nine (9) kilograms and have a tamping face not larger than 225 cm2.

Equipment for applying water shall be of a type and quality adequate for the work and shall be equipped with a distributor bar or other approved device to assure uniform application.

All equipment shall be maintained in such a condition that it will deliver manufacturers rated results.

3 03 01 06 Disposal

Excavation that exceeds the volume that is required as backfill, fill, or subgrade preparation shall be disposed off site.

No material shall be disposed off in a manner, which impairs adjacent properties.

3 03 02 Excavation, Backfilling and Compaction for Structures


The ground surface of excavation shall not be disturbed.

Excavation to final grade shall be made by hand just before concrete is placed. The ground surface shall be trimmed to leave a solid base to receive other work.

Excavation shall be to elevations and dimensions within a tolerance of 30 mm.

Overdepth excavation below foundations as directed by the Engineer shall be backfilled with the same class of concrete designated for the foundation and shall be placed monolithically with the foundation. Unauthorized over excavation shall be backfilled as stated above without additional payment.

3 03 02 02 Backfilling

Backfill shall not be placed against new structures until they have developed sufficient strength to withstand the filling operation.

Backfill shall be spread equally around all sides of the structure.


See ref. 3 03 01 04


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3 03 03 Excavation, Backfilling and Compaction for Utility Lines


Trenches shall be excavated to uniform width to provide ample working space and a minimum of 20 cm clearance on both sides of pipes and conduits.

Trenches and conduits shall be excavated to depth as indicated or required to establish indicated slopes, invert elevations, and to support bottom of pipe or conduit on undisturbed soil.

Excavation shall be to elevations and dimensions within a tolerance of 30 mm.

Unless otherwise specified or directed by the Engineer, a strip of minimum 600 mm width shall be kept free from any loads at the upper edge of the trench.

Where rock is encountered, trenches shall be excavated 15 cm below required elevation and backfilled with a 15 cm layer of base course material ref. 2 01 03 07 prior to installation of pipe.

3 03 03 02 Backfilling

01.0 Backfilling of trenches shall only start when inspection, testing, approval, and recording of locations of utility lines have been performed.

02.0 After pipes have been bedded, satisfactory material ref. 2 01 02 02 shall be backfilled up to an elevation of 300 mm above top of the pipe and compacted by mechanical tampers, providing minimum percentage of maximum density specified for each area classification as listed under ref. 3 03 01 04.

03.0 Then, trenches shall be backfilled in layers to required elevation, for each area classification as listed under ref. 3 03 01 03.

04.0 For correction of unauthorized or overdepth excavation base course material ref. 2 01 03 07 shall be used.

05.0 Where pipes and conduits pass under structural elements not deeper than one (1) m, trenches shall be backfilled with concrete unless otherwise indicated.

06.0 For pipe bedding and concrete haunching see relevant Sections


See ref. 3 03 01 04

3 03 04 Excavation, Backfilling and Compaction for Pavement


See ref. 3 03 01 01

3 03 04 02 Fill and Backfilling

Each layer of embankment shall be uniform as to material, density and moisture content prior to beginning compaction.

Top 300 mm of subgrade shall be constructed of satisfactory material ref. 2 01 02 02.

Stones or rock fragments larger than 75 mm in any direction will not be permitted in the top 150 mm of subgrade.


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When embankments are to be placed on natural slopes steeper than 3 to 1, horizontal benches shall be constructed into the slope with sufficient depth to accommodate earthwork operations.

3 03 04 03 Granular Subbase/Base Course

No subbase or base course shall be placed on the subgrade until the subgrade has been approved by the Engineer.

Before starting subbase or base course operations, the Engineer may direct the contractor to construct a trial length to determine adequacy of contractors equipment, loose depth necessary to obtain the compacted layer thickness, correct moisture content, and number of passes required to obtain the specified density.

Subbase and base course shall be spread and placed to required thickness with self-propelled spreading equipment which will give the required uniform layer and specified tolerances after compaction.

Immediately after spreading, the course shall be compacted to specified density. Both static and vibratory rollers are allowed for compacting.

Any moisture loss during spreading finished grading and compaction shall be replaced with applications of water to maintain the proper moisture content.

Edges and end slopes shall be trimmed to conform to lines, levels and dimensions shown on the drawings or otherwise specified.

After final compaction, the surface shall be dampened and trimmed, either placing the trimmed material into the next lane or wasting it on the shoulder. Then a final pass shall be made with the roller.


01.0 Cohesive subgrades shall be compacted to minimum 95% density for the top 300 mm and minimum 90% for all fill areas below the top 300 mm when tested in accordance with ASTM D 1557. The water content for compaction of cohesive soils shall be selected to provide the highest remolded strength consistent with expansion considerations.

02.0 Cohesionless subgrades shall be compacted to 100% density for the top 300 mm and minimum 95% below this for all fill areas when tested in accordance with ASTM D 1557.

3 03 05 Excavation, Filling, Backfilling and Compaction for Landscaped or Unpaved Areas


See ref. 3 03 01 01

3 03 05 02 Backfilling and Filling

01.0 Areas to receive topsoil in which the top layer of soil material has become compacted by hauling or other operations and activities of the contractor, the soil shall be scarified to a depth of at least 100 mm and finally graded to required elevations.


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See ref. 3 03 01 04.

3 03 06 Dewatering

All excavation shall be performed so that the area of the site and the area surrounding the site and affecting operations at the site will be continuously drained. Water shall not be permitted to accumulate in crawl-space areas and the excavation. The excavations shall be drained by pumping or other satisfactory methods.

At all time during construction, pumps, well points, sumps, suction and discharge lines, and other dewatering system components necessary to convey water away from excavation shall be provided and maintained by the contractor.

3 04 Field Quality Control The following checks and tests will be required unless otherwise specified:

3 04 01 For Backfill and Fill

01.0 Visual inspection of backfill prior to placing to determine unsatisfactory material.

02.0 Visual inspection of each delivery of imported material prior to placing to determine unsatisfactory material.

03.0 Checking suppliers delivery ticket of each delivery for completeness and compliance with supply order for imported material.

04.0 One test for classification of soil according to ASTM D 2487 for every 1000 m2 for every completed layer.

05.0 One test of field density according to ASTM D 1556 or ASTM D 2167 as appropriate for every 500 m2 for every completed layer but not less than one test per day for each type of material placed.

3 04 02 For Subbase and Base Course

01.0 Visual Inspection of each delivery prior to placing to determine unsatisfactory material.

02.0 Checking suppliers delivery ticket of each delivery for completeness and compliance with supply order and specification

03.0 One test of gradation of material for each 500 m2 completed subbase/base course in accordance with ASTM C 136 or AASHTO T 27.

04.0 One test of field density according to ASTM D 1556 or ASTM D 2167 as appropriate for each 500 m2 for every completed layer but not less than one test per day.

05.0 One test to determine the plasticity index according to ASTM D 4318 for every 500 m2 completed layer.

06.0 Thickness of layer for every 500 m2 for each completed layer to conform with drawings and specification.


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3 04 03 For Subgrade

01.0 Field density according to ASTM D 1556 or ASTM D 2167 as appropriate for every 500 m2.

02.0 Bearing capacity of soil on which foundations will be placed, for each strata at least one test in accordance with ASTM D 1194.

03.0 Visual inspection of each subgrade and comparison with related tested subgrade. All required tests may be performed in conjunction with a laboratory/Agency employed by the Contractor and approved by the Engineer.

3 07 Protection The Contractor shall maintain all backfilling and filling at the specified levels and ensure that the surfaces are in a satisfactory condition during Contract. Any settlement after backfilling shall be corrected with the same class of material. If such settlements indicate -in the opinion of the Engineer- poor backfilling, the Contractor shall re-excavate to the required depth and backfill and fill again to required standards and specifications.

During excavation and filling, the Contractor shall protect all work from erosion.

Where completed compacted areas are disturbed by subsequent construction operations or adverse weather; the surface shall be scarified, reshaped and compacted to required density prior to further construction.

Subbase and base course shall be protected from traffic, overload vehicles, other Contractors operations and other detriments.


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Part 4: Method of Measurement 4 01 General The quantities to be paid will be measured determined from drawings.

Excavation and backfill are measured geometrically according to the dimensions on the drawings. Any excess excavation and back filling are not considered as part of measurement.

Excavation will be net as the void which is to be occupied by the permanent construction with no allowance for working space or other additions.

The volume of rock excavation will include the minimum undercutting of subgrade as specified.

The volume of unsuitable material excavated will be measured separately from other excavation work.

Disposal of material arising from excavation will be measured as equal as to the volume measured as excavation or as part thereof.

4 02 Units of Measurement Excavation will be measured in cubic meter (m3) stating the starting level and indicating the depth in successive stages.

Trench excavation will be measured in cubic meter (m3).

Disposal of material will be measured by cubic meter (m3).

Filling will be measured by cubic meter (m3) as equal to the void to be filled.

Subbase and base course will be measured in cubic meter (m3) computed from each typical section as shown on the drawings and multiplied by the measured length.


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Part 5: Basis of Payment 5 01 General Payment will be in full compensation for excavation, hauling and placing materials, for compaction including all labour, plant, equipment, tools, traffic control, certifying and testing, quality assurance, and all other operations to perform the work, including but not limited to the following ancillary works. (Ref. 5 02)

Material, which is unnecessarily wasted, disposed off site, or otherwise misused, shall be placed at Contractors expense.

No payment will be made for quantities resulting from oversized or unauthorized excavation or any other unauthorized operation.

Drilling, blasting, or ripping performed to increase production and not necessary to permit excavation of material encountered will not be classified and paid for as rock.

Material or work, which does not conform to specification requirements, shall be removed and replaced on Contractors expense.

5 02 Ancillary Works to be Included in the Unit Rate 01.0 Excavation in all kinds of soil, unless otherwise noticed.

02.0 Holding and supporting sides of excavation.

03.0 Removing existing foundation.

04.0 Disposal of excess material in authorized tips.

05.0 Level and compact bottom of excavation.

06.0 Subgrade preparation will be considered as part of excavation and not to be paid for as an extra.

07.0 Contracting an independent laboratory/Agency to perform the external quality control.

08.0 Investigations and exploratory operations performed by the Contractor.

09.0 Stockpiling any excavation material for later re-use on site.

10.0 Dewatering the site and areas adjacent to the site.

11.0 Plain concrete arises due to excess excavation depth.

12.0 All tests made on compacted soil.

13.0 Manual and mechanical compaction and watering.


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Annex: Tables and Figures 6 01 Tables 6 01 01 Angles of slope Table 1: Guidance on steepest angles of slope for different soils

Type of ground

Angle of slope from theHorizontal as shown in

Figure 1 and 2 Dry site Degrees

Wet site degrees

Clay:soft 1.2m to 3m depth of cut Clay:firm 1.2m to 3m depth of cut Clay:stiff 1.2m to 3m

Peat:soft non-fibrous

Peat:firm non-fibrous

30 to 45

35 to 45

40 to 45

10 to 20

20 to 25

25 to 35

NOTE 1. Approximate equivalents of the angle given in this table, expressed as the relationship between the rise of a slope and the horizontal measurements are:

n 11 20 deg=1 in 2.8 35 deg=1 in 1.4 5.8 25 deg=1 in 2.2 40 deg=1 in 1.2 3.7 30 deg=1 in 1.7 45 deg=1 in 1

of slope are guide figures and are subject to:

nditions (usually not more than 14 days). n the site; e affecting the stability of slopes. Ground water

flow towards the slope may be intercepted to prevent it entering the trench by the use of cut off drains or Lowered by rising well points.

and slumping of sand and silt slopes can d by weighting with a layer of well-graded vel to act as a filter.


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6 02 Figures

Fig. 1: Battered Trench


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Fig. 2: Structure Excavation


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Fig. 3: Edges of Excavation


25


Fig. 4: Barrier for vehicles


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Fig. 5: Trench Excavation

AL FATEH UNIVERSITY ODAC Division 02 Sitework Section 02500 Paving and Surfacing


Division 02 - Sitework Section 02500 - Paving And Surfacing Part 1: General 1 01 Summary The work covered by this section consists of providing all plant, labour and materials and performing all operations in connection with external paving and surfacing for parking lots, driveways, sidewalks and other paved areas related to buildings. Preparation of subgrade, granular subbase- and base courses are included in section 02200 Earthwork.

1 01 01 Section includes 01.0 Asphalt concrete paving

02.0 Concrete paving

03.0 Concrete tile paving

03.0 Interlocking concrete block paving

04.0 Synthetic (proprietary) surfacing

05.0 Pavement marking

1 01 04 Related Sections 02200 Earthwork

03100 Concrete Formwork

03200 Concrete Reinforcement

03300 Cast-in-Place-Concrete

1 02 References 1 02 01 Applicable Standards 1 02 01 01 Egyptian Standards 1 02 01 04 USA Standards 1 02 01 04 01 American Society for Testing and Materials (ASTM)

ASTM C 78 : 84 Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading)

ASTM C 88 : 83 Standard Test Method of Soundness of Aggregates by use of Sodium Sulfate or Magnesium Sulfate

ASTM C 131 : 89 Standard Test Method for Resistance to Degradation of Small-size Coarse Aggregate By Abrasion and Impact in the Los-Angeles Machine

ASTM C 936 : 82 Standard Specification for Solid Concrete Inter-locking paving units (Amendment 1988)

ASTM D 242 : 85 Standard Specification for Mineral Filler for Bituminous Paving Mixtures

ASTM D 448 : 86 Standard Classification for Sizes of Aggregate for Road and Bridge Construction.

ASTM D 692 : 88 Standard Specification for Coarse Aggregate for Bituminous Paving Mixtures

ASTM D 994 : 71 Standard Specification for Preformed Expansion Joint Filler for Concrete (Bituminous) (Amendment 1982)



ASTM D 977 : 86 Standard Specification for Emulsified Asphalt

ASTM D 979 : 89 Standard Practice for Sampling Bituminous Paving Mixtures

ASTM D 995 : 88 Standard Specification for Mixing Plants for Hot-Mixed, Hot-Laid Bituminous Paving Mixtures

ASTM D 1073 : 88 Standard Specification for Fine Aggregate for Bituminous Paving Mixtures

ASTM D 1190 : 74 Standard Specification for Concrete Joint Sealer, Hot-Poured Elastic Type (Amendment 1980)

ASTM D 1559 : 89 Standard Test Method for Resistance to Plastic Flow of Bituminous Mixtures Using Marshall Apparatus

ASTM D 1560 : 81a Standard Test Method for Resistance to Deformation and Cohesion of Bituminous Mixtures by Means of Hveem Apparatus

ASTM D 1561 : 81a Standard Method for Preparation of Bituminous Mixture Test Specimens by Means of California Kneading Compactor

ASTM D 1751 : 83 Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

ASTM D 1752 : 84 Standard Specification for Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction

ASTM D 2041: 90 Standard Test Method for Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures

ASTM D 2172 : 88 Standard Test Method for Quantitative Extraction of Bitumen from Bituminous Paving Mixtures

ASTM D 2397 : 85 Standard Specification for Cationic Emulsified Asphalt

ASTM D 2419 : 74 Standard Test Method for Sand Equivalent Value of Soils and Fine Aggregate (Amendment 1979)

ASTM D 2950 : 82 Standard Test Method for Density of Bituminous Concrete in Place by Nuclear Method

ASTM D 3204 : 86 Standard Specification for Preformed Cellular Plastic Joint Fillers for Relieving Pressure

ASTM D 3406 : 85 Standard Specification for Joint Sealant, Hot-Applied, Elastomeric-Type, for Portland Cement Concrete Pavements

ASTM D 3515 : 89 Standard Specification for Hot-Mixed, Hot-Laid Bituminous Paving Mixtures

ASTM D 3666 : 90 Standard Practice for Evaluation of Inspection and Testing Agencies for Bituminous Paving Materials

ASTM D 4561 : 86 Standard Practice for Quality Control Systems for an Inspection and Testing Agency for Bituminous Paving Materials

ASTM D 4791 : 89 Standard Test Method for Flat or Elongated Particles in Coarse Aggregate

1 02 01 04 04 American Association of State Highway and Transportation Officials AASHTO M 17 : 94 Standard Specification for Mineral Filler for Bituminous Paving Mixtures

AASHTO M 20 : 70 Standard Specification for Penetration Graded Asphalt Cement (Amendment 1986)

AASHTO M 81 : 92 Standard Specification for Cut-Back Asphalt (Rapid-Curing Type)



AASHTO M 82 : 75 Standard Specification for Cut-Back Asphalt (Medium-Curing Type) (Amendment 1986)

AASHTO M 140 : 88 Standard Specification for Emulsified Asphalt

AASHTO M 208 : 87 Standard Specification for Cationic Emulsified Asphalt

AASHTO M 226 : 80 Standard Specification for Viscosity Graded Asphalt Cement (Amendment 1986)

AASHTO M 248 : 91 Standard Specification for Ready-mixed White and Yellow Traffic Paint

AASHTO T 85 : 91 Standard Method of Test for Specific Gravity and Absorption of Coarse Aggregate

AASHTO T 96 : 94 Standard Method of Test for Resistance to Gradation of Small-size Aggregate

AASHTO T 104 : 94 Standard Method of Test for Soundness of Aggregate by Use of Sodium Sulfate or Magnesium Sulfate

AASHTO T 164 : 94 Standard Method of Test for Quantitative Extraction of Bitumen from Bituminous Paving Mixtures

AASHTO T 166 : 93 Standard Method of test for Bulk Specific Gravity of Compacted Bituminous Mixtures

AASHTO T 168 : 91 Standard Method for Sampling Bituminous Paving Mixtures

AASHTO T 176 : 86 Standard Method of Test for Plastic Fines in Graded Aggregates and Soils by Use of the Sand Equivalent Test

AASHTO T 209 : 94 Standard Method of Test for Maximum Specific Density of Bituminous Paving Mixtures

AASHTO T 230 : 68 Standard Method of Test for Determining Degree of Compaction of Bituminous Aggregate Mixtures

AASHTO T 245 : 94 Standard Method of Test for Resistance to Plastic Flow of Bituminous Mixtures (See ASTM D 1559)

AASHTO T 247 : 93 Standard Method of Test for Preparation of Bituminous Mixtures by Means of California Kneading Compactor

1 02 01 06 British Standards BS 2499 : 93 Hot-applied Joint Sealing for Concrete Pavements

BS 6044 : 87 Pavement Marking Paints

BS 6717-1 : 94 Specification for Paving Blocks

BS 7263-1 : 94 Precast Concrete Flags, Kerbs, Channels, Edgings and Quadrants/Part 1. Specification

1 02 01 07 German Standards DIN 485 : 87 Precast Concrete Paving Flags

DIN 18501 : 82 Concrete Paving Sets (Blocks)

1 02 02 Codes BS 6717-3 : 89 Code of Practice for Laying

BS 7263-2 : 90 Precast Concrete Flags, Kerbs, Channels, Edgings and Quadrants/Part 2. Code of practice for laying



1 02 03 Other References 01.0 Civil Engineering Standard Method of Measurement issued by the Institution of Civil Engineers and the Federation of Civil Engineering Contractors, England

02.0 Concrete Paving Manual as issued by the American Concrete Pavement Association, 2625 Clearbrook Dr., Arlington Heights,IL 60005

03.0 Asphalt Paving Manual as issued by the Asphalt Institute, Asphalt Institute Building, College Park, Maryland 20740

1 03 Definitions 1 03 01 Technical Terms

Aggregate - a hard granular material of mineral composition such as sand, gravel, slag, crushed stone, used for mixing in graduated fragments.

Asphalt - a dark brown to black cementation material in which the predominating constituents are bitumens, which occur in nature or are obtained in petroleum processing.

Asphalt cement - a fluxed or unfluxed asphalt specially prepared as to quality and consistency for direct use in the manufacture of bituminous pavements

. Asphalt concrete (bituminous concrete) - high quality, thoroughly controlled hot mixture of asphalt cement and well-graded, high quality aggregate, compacted to a uniform dense mass.

(Asphalt) base course - a layer or layers of specified material of designated thickness in an asphalt pavement structure laid below the surface (wearing) course. Some times called binding course.

(Granular) base course - a layer or layers of specified or selected material of designated thickness laid on a granular subbase or subgrade below the asphaltic pavement structure.

Bitumen - see asphalt

Bituminous concrete - see asphalt concrete

Bituminous emulsion - (1) a suspension of minute globules of bituminous material in water or in an aqueous solution. (2) A suspension of minute globules of water or of an aqueous solution in a liquid bituminous material

Binding (Binder) course - see (asphalt) base course

Coarse aggregate - aggregate retained on a 2.36 mm sieve

Construction joint (in concrete pavement) - a joint between concrete pavement slabs which have been constructed at different times where one face is poured against a previously finished construction.

Contraction joint (in concrete pavement) - a joint to allow a concrete pavement slab to contract and move apart, and expand and move together. The joint is placed in the upper third of a slab and is formed by inserting a joint former in the plastic concrete or by sawing the hardened concrete.

Cutback asphalt (bitumen) - asphalt cement which has been liquefied by blending with petroleum solvents (dilutes), as for the RC and MC cutback asphalt. Upon exposure to atmospheric conditions the dilutes evaporate, leaving the asphalt cement to perform its function.

Dowelled (expansion) joint (in concrete pavement) - a joint between pavement slabs where lateral and vertical displacement to allow expansion and contraction.

Expansion joint (in concrete pavement) - a joint placed in full depth between adjacent pavement slabs to allow the slabs to expand and contract



. Fine aggregate - aggregate passing a 2.36 mm sieve.

Haunching - lateral concrete backing of curbs and edgestones to restrain them in position when loaded.

Joint filler - a strip of compressible heat-resistant material used to fill a joint space.

Joint sealant - a material that seals a joint by adhering to appropriate surfaces within the joint to prevent the ingress of water and deleterious substances.

Medium-curing (MC) asphalt - cutback asphalt composed of asphalt cement and a kerosene-type dilute of medium volatility

Mineral dust - the portion of fine aggregate passing a 0.075 mm sieve

Mineral filler - a finely divided mineral material at least 70 % of which will pass a 0.075 mm sieve. Pulverized limestone is the most commonly manufactured filler, although other materials such as stone dust, hydrated lime, Portland cement, and certain natural deposits are also used.

Penetration - the consistency of a bituminous material expressed as the distance in tenths of a millimeter (0,1 mm) that a standard needle penetrates vertically a sample of the material under specified conditions of loading, time, and temperature.

Prime coat - an application of a low-viscosity bituminous material to an absorptive surface, designed to penetrate, bond, and stabilize this existing surface and to promote adhesion between it and the asphaltic construction course that follows.

Rapid-curing (RC) asphalt - cutback asphalt composed of asphalt cement and a naphtha or gasoline-type dilute of high volatility.

Sealant primer- a substance applied to the faces of the joint just before the sealant is applied in order to assist its adhesion.

(granular) Subbase course - the layer or layers of specified or selected material of designated thickness placed on a subgrade to support a (granular) base course.

(asphalt) Subbase course (roadbase) - a layer or layers of designated thickness used in asphalt pavement system between the subgrade and the intermediate base (or binding) course.

Subgrade - the undisturbed soil prepared to support a structure or a pavement system. The subgrade, if not adequate, may be improved by (1) the incorporation of stabilizers, (2) any course or courses of granular material (see granular subbase or base course) placed on the subgrade or by (3) an asphaltic subbase (roadbase) on the subgrade. If the subgrade is of adequate quality or is improved by one of the methods described under (1) (2) (3), it may serve as subbase course.

Surface (wearing) course - the upper layer in a bituminous pavement

Tack coat (bond coat) - an application of bituminous material to an existing relatively non-absorptive surface to provide a thorough bond between old and new surfacing (e.g. between base course and surface (wearing) course).

Viscosity - a measure of the resistance to flow. It is one method of measuring the consistency of asphalt (bitumen).

Viscosity grading - a classification system of asphalt cements based on viscosity ranges at 60C. A minimum viscosity at 135C is also usually specified. The purpose is to prescribe limiting values of consistency at these two temperatures. 60C approximates the maximum temperature of asphalt pavement surface in service; 135C approximates to the mixing and laying temperatures for hot asphalt pavements.



Well-graded aggregate - aggregate graded from the maximum size down to filler to obtain an asphalt mix with a controlled void content and high stability.

Workability - the ease with which a paving mixture may be placed and compacted

1 03 02 Abbreviations Q.C. Quality Control

1 05 Submittals In compliance with Conditions of Contract and provisions the following shall be submitted thirty (30) days before paving and surfacing works are scheduled to commence:

1 05 01 Product Data A complete material list and product data for each type of product proposed to be furnished and installed under this section to demonstrate compliance with specified requirements, including manufacturer's color charts showing full range of colors, textures, shapes, and pattern for each type and composition of paving and surfacing as indicated for initial selection purposes.

1 05 03 Samples Accompanying the above submittal, samples of each item shall be prepared on samples of adequate size and construction, in sets showing the full range of variations expected.

1 05 04 Quality Control Submittals Documented experience of contractors site engineer(s) and operator(s). Reports and records of Source Q.C. Reports and records of Field Q.C. Reports and records of Contractor's Internal Q.C. Reports and records of External Q.C.

1 05 06 Other Submittals Mix design(s) of asphalt concrete including test results. Certificates of compliance.

Manufacturer's instructions for admixtures, joint filler, bond breaker, joint sealant and the like. Records and reports of Contractors major equipment.

1 06 Quality Assurance Sampling, testing and checking procedures shall be recorded on a daily basis (i.e. indicating day, month, year) including corrective actions taken by the Contractor if necessary. Reports and records shall be available for assessment to the Engineer not later than three (3) days after testing and checking. Reports and records shall be established in a manner to ensure traceability between batch records, test results, and locations of placed paving and surfacing. Arrangements shall be made in Contractors work schedule and time allowed for testing and checking as indicated.

1 06 01 Qualifications Contractor's site engineer responsible for asphalt concrete and road construction shall have at least five (5) years of documented experience in this field and shall be familiar with the referenced standards and shall have successfully completed work similar in material, design and extent to that work indicated for the project. Contractor's paver-, roller-, motor grader- and asphalt distributor operators shall be familiar with all materials and equipment and shall have at least three (3) years of documented experience.

1 06 03 Certifications Certificates of compliance, issued by an independent agency/laboratory (approved by the Engineer), and not more than 12 month old, indicating that any material proposed by the Contractor meets or exceeds the referenced standards shall be submitted by the Contractor prior to execution of any work.

1 06 04 Quality Control 1 06 04 01 Internal Quality Control Contractors Internal Quality Control shall include but not limited to:



Checking of suppliers test certificates and certificates of compliance for aggregate, asphalt cement, asphalt concrete, asphalt for prime- and tack coats, granular subbase and base course material, curbs and edgings, concrete tiles and all other material delivered to the site prior to first delivery and each shipment that comes from another source than the previous one to confirm compliance with specification. Checking of suppliers delivery tickets of each delivery for completeness and compliance with supply order and specification. Checking of correct storage of material at least every week. Checking of calibration of equipment prior to first use and periodically (at least every month). Checking of maintenance of equipment to comply with manufacturer instructions (at least every month) . Field quality control . Source quality control .

1 06 04 02 External Quality Control The Contractor shall employ and pay for a qualified independent testing laboratory which will supervise quality control procedures carried out by the Contractor and perform its own sampling, checking and testing services before and during paving operations in accordance with referenced standards and specifications. The laboratory shall comply with requirements as stated in ASTM D 3666. The laboratory shall be approved by the Engineer. The quality control system established by the laboratory shall comply but may not be limited to requirements as stated in ASTM D 4561. Inspections, tests, and checking shall be performed in indefinite intervals without giving previous notice. All checking procedures and tests performed by the laboratory shall be properly documented and submitted to the Engineer within 3 days a

division 02 sitework final

Documents