koc_c_024_p1_

KUWAIT OIL COMPANY (KmSBCB)

STANDARDS PUBLICATION

KOC STANDARD

FOR

MATERIALS AND WORKMANSHIP -

ROADWAYS, PAVING AND HARD STANDING : PART 1 : FLEXIBLE PAVEMENT

DOC.NO. KOC-C-024 PART-1

STANDARDS DIVISION

KOC STANDARD

FOR

MATERIALS AND WORKMANSHIP -

Rev. 1 DOC. NO. KOC-C-024 Pt.1

ROADWAYS, PAVING AND HARD STANDING :

Page 2 of 7 0

PART 1 : FLEXIBLE PAVEMENT

DOC. NO. KOC-C-024 PART-1 ( Formerly 0 75-SH- 7003 )

ISSUING AUTHORITY:

STANDARDS DIVISION

TABLE OF CONTENTS

FOREWORD


1.0 SCOPE

Page 3 of 70

2.0 APPLICATION

3.0 TERMINOLOGY 3.1 Definition of Terms - Road Classification 3.2 Definition of Terms - Road Structure 3.3 Abbreviations

4.0 REFERENCE STANDARDS AND CODES 4.1 Conflicts 4.2 List of Standards and Codes

5.0 ENVIRONMENTAL CONDITIONS

6.0 HEALTH, SAFETY AND ENVIRONMENT

7.0 TECHNICAL REQUIREMENTS 7.1 Design Life 7.2 Traffic Intensities 7.3 Pavement Design Requirements 7.4 Site Survey, Route Map and Other Information

8.0 MATERIAL REQUIREMENTS 8.1 General 8.2 Fill Material 8.3 Sub-Grade Material 8.4 Sub-Base Material 8.5 Asphalt Concrete Materials ( Various Courses )

9.0 WORKMANSHIP AND TESTING OF SUB-GRADE 9.1 General 9.2 Sub-Grade Preparation 9.3 Machinery to be Used 9.3 Method of Execution

10.0 WORKMANSHIP AND TESTING OF SUB-BASE 10.1 General 10.2 Selection, Approval and Completion 10.3 Machinery to be Used 10.4 Method of Execution 10.5 Compaction and Testing

11.0 WORKMANSHIP AND TESTING OF ASPHALT CONCRETE 11 .I Survey and Preparation of Area to be Paved

Page No. 5

11.2 Weather Limitation 11.3 Prime Coat 11.4 Tack Coat - Emulsified Asphalt 1 1.5 Asphalt Concrete 11.6 Equipment to be Used 1 1.7 Method of Execution 1 1.8 Testing & Acceptance Requirements of

Completed Asphalt Courses

DOC. NO. KOC-C-024 Pt.1

12.0 ROAD SHOULDERS 12.1 General 12.2 Workmanship

Page 4 of 70 Rev. 1

13.0 CONCRETE KERBSTONES 13.1 General 13.2 Materials 13.3 Workmanship - Raised Kerbstones 13.4 Workmanship - Sunken Kerbstones 13.5 Curing

14.0 TEMPORARY ROADS

15.0 ROAD 1 TRAFFIC MARKINGS 15.1 Marking Paints - Generally 15.2 Paint Materials 1 5.3 Material Requirements 15.4 Glass Beads 15.5 Method of Execution 15.6 Machinery and Equipment 15.7 Road Studs

16.0 QUALITY ASSURANCE

17.0 DOCUMENTATION

18.0 APPENDICES Appendix I : Typical Sample

Coated Asphalt Mix Design Report (Type II) Appendix II : Typical Sample

Uncoated Asphalt Mix Design Report (Type II) Appendix Ill : Typical Details for Flexible Pavement

( Asphalt Road ) Appendix IV : Typical Details of Precast Kerbstones Appendix V : Road Markings

Permitted Variance from Illustrated Markings Appendix VI : Sample Road Markings

ACKNOWLEDGMENT

FOREWORD


This document " KOC Standard for Materials and Workmanship - Roadways, Paving and Hard Standing : Part 1 : Flexible Pavement " (KOC-C-024 Part-1) is intended to address the need for consistent and practical requirements for design, material selection and construction of all weather good asphalt roads within KOC areas.

I Page 5 of 7 0 Rev. 1

Tt-,ls 1

This Standard specifies the minimum basic technical requirements for design, materials and workmanship related to the construction of Roadways, Paving and Hard Standing as " Flexible Pavement " at the new and existing locations within KOC Facilities, KOC Fields and Ahmadi residential areas.

This Standard covers the extent of work for flexible pavement as described herein and includes but not limited only to the following:-


a) Selection of "Fill" materials, machinery and workmanship including method of execution and testing for Sub-grade and Sub-base construction.

Page 6 of 7 0

b) Selection of materials, machinery and workmanship including method of execution and testing of " Asphalt Concrete " for Base course and Wearing course using:

I . locally available " Cement coated aggregates " ; or ii. uncoated aggregates based on imported " Gabro " (granite

stone).

C) Application of Prime coat, Tack coat and Shoulder treatment.

d) Concrete kerbstones along the roads.

e) Traffic paint markings on the roads.

f ) Testing requirements for different materials and workmanship during construction period.

This Standard excludes the other miscellaneous road works related to drainage, concrete paving, rig crossings, traffic signals etc., rehabilitation of roadway pavements, and general requirements of site laboratories for testing. ( Refer to KOC Standard KOC-C-024, Part 2 for these requirements).

APPLICATION

The design, selection of material, testing and workmanship of any work related to the specified road work and paving (flexible pavement) shall conform to the requirements of this Standard and reference standards / codes mentioned herein.

Any exceptions or deviations from this Standard, along with their merits and justifications, shall be brought to the attention of KOCfs Controlling Department for their review, consideration and amendments by Standards Division (if required).

DOC. NO. KOC-C-024 Pt.1 Page 7 of 7 0 Rev. 1

Compliance with this Standard does not confer immunity from legal or statuary obligations.

TERMINOLOGY

Definition of Terms - Road Classification

For the purposes of this Standard, the following definitions apply:

Main ~ a c i l i t ~ Access Road

Main vehicular access road, serving t w o or more KOC Facilities and connecting t o the Main Highway; and generally subject to medium volume of traffic ( 4 - 6 x lo5, 18-kip ESAL over its design life as per AASHTO ) .

Primary Road

Main vehicular access road connecting the KOC Facility with the Main Facility access road or to the Main Highway; and generally subject to medium to low volume of traffic.

Secondary Road

A road having regular vehicles for operation or maintenance purposes; and generally subject to low volume of traffic ( 0.5 - 3 x lo5, 18-kip ESAL over its design life as per AASHTO).

Service Road

A road which serves remote areas or provides access t o fire-fighting equipment.

Access Way

A distinctly outlined traveled way, which gives access t o equipment in congested areas.

Rig Road

A road meant for traveling drilling rigs at site of exploration.

Temporary Road

A road meant for temporary diversion of traffic during construction or rehabilitation period for access t o premises and other roads affected by the work.

DOC. NO. KOC-C-024 Pt.1 1 Page 8 of 70 Rev. 1 Hard Standing

A road section, made wider for a particular length outside the main carriageway, to be used as safe waiting area of vehicles or as a passing point in narrow single lane road.

ESAL ( Equivalent Single Axle Load )

Total vehicular loads in terms of 18-kip " Equivalent Single Axle Load " as per AASHTO design, to be considered on the road pavement layers over the period of road design life.

Definition of Terms - Road Structure

KOC Standard KOC-C-005 shall4 be referred for various applicable terms for soil properties used addition, the following definitions shall apply:

the definitions of in this Standard. In

The prepared ground, in cut or fill, to receive the sub-base or base course.

The secondary load spreading layer of granular material laid on the su b-grade.

Road Base

The main load spreading compacted layer having granular, asphalt treated cement coated aggregates, or asphalt treated uncoated 'Gabro' (granite stone) material laid on the sub-base or on good the sub-grade having CBR greater than 25.

Base Course & Binder 1 Leveling Course

A rolled and compacted layer comprising asphalt concrete material Type I for base couke and Type II for binder / leveling course. The Type I or Type II asphalt concrete material shall be selected on the basis of road classifications and local soil & site conditions.

Prime Coat

A thin layer of liquid asphalt ( MC 70 ) in accordance with AASHTO M82 (ASTM D2027) to be applied with blotter materials (natural sands), if required, on the previously prepared and approved sub-base to receive the base course.

Tack Coat

Page 9 of 70

A thin layer of viscosity grade cationic emulsified liquid asphalt of grade SS-I h or CSS-I h in accordance with AASHTO M 208 (ASTM D 2397) or AASHTO M 140 (ASTM D 977 ) applied on the base course or binder course to receive wearing Course.

Rev. 1

Wearing Course

A rolled layer of Type Ill or Type IV asphalt concrete material laid on the base course or binder course. The compacted Type-Ill asphalt concrete mix is meant for smooth and resilient road surface and shall comprise materials of lower sizes containing more sand and filler in different percentages than those contained in the base or binder / leveling course. Type IV asphalt is used as seal coat for Parking, Play Ground and Residential compounds in Ahmadi.

Hard Shoulder

Outlined compacted gatch strip with slope across the length, on each side of the road pavement, surfaced with a rolled and compacted layer of Type Ill asphalt concrete material, used for emergency run off / parking of vehicles.

Soft Shoulder

Outlined and compacted gatch strip with slope across, on each side of the road pavement used for emergency run off / parking of vehicles.

Abbreviations

AASHTO American Association of State Highway and Transportation Officials

CBR California Bearing Ratio HSE Health, Safety and Environment KOC Kuwait Oil Company (K.S.C.) MC Medium Curing MPW Ministry of Public Works VMA Voids in Mineral Aggregates

REFERENCE STANDARDS AND CODES

Conflicts

In the event of conflicts between this Standard and the standards / codes referred herein, or other purchase or contractual requirements, the most stringent requirement shall apply. In case further clarifications are required, the subject shall be brought t o the attention of KOC's Controlling Department.

4.1.2 In general, the sequence of precedence shall be followed as:

a) Kuwait Government Rules and Regulations b) KOC Technical Specifications C) This KOC Standard (KOC-C-024) d) International codes and standards e) Contractor's standards and specifications

4 .2 List of Standards and Codes

The latest edition of the following standards, code shall apply:

4.2.1 National Standards

AASHTO Guide for Design of Pavement Structures

Earthworks, Sub-Base and Base Course Materials

s and specifications

AASHTO M 145

AASHTO T 2 (ASTM D 75) AASHTO T 11


AASHTO T 27

.

2

Page 10 of 7 0

AASHTO T 87

AASHTO T 88

AASHTO T 8 9

AASHTO T 90

AASHTO T 93

AASHTO T 96 (ASTM C131)

Recommended Practice for Classification of Soils and Soil-Aggregate Mixtures for Highway Construction Purposes

Specification for Sampling of Aggregates

Specification for Materials Finer than 75- Micrometer (No. 200) Sieve in Mineral Aggregates by Washing

Method of Test for Sieve Analysis of Fine and Course Aggregates

Specification for Dry Preparation of Disturbed Soil and Soil Aggregate Samples for Test

Method of Test for Particle Size Analysis of Soils

Specification for Determining Liquid Limit of Soils Method of Test for Determining the Plastic Limit and Plasticity Index of Soils

Specification for Determining the Field Moisture Equivalent of Soils

Method of Test for Resistance to Abrasion of Small Size Coarse Aggregates by Abrasicn and Impact in the 10s Angeles Machine

AASHTO T 100 (ASTM D 854) AASHTO T I 7 6

AASHTO T I 8 0


AASHTO T 191 (ASTM D 1556)

Page 11 of 7 0

AASHTO T 193

AASHTO T 204

AASHTO T 205 (ASTM D 21 67)

AASHTO T 21 7

ASTM D 420

Asphalt Materials

ACI 504R

AASHTO M 17 (ASTM D 242)

AASHTO M 2 0

AASHTO M 8 2

AASHTO M 140 (ASTM D 977) AASHTO M 208 (ASTM D 2397) AASHTO M 226

Method of Test for Specific Gravity of Soils

Method of Test for Plastic Fines in Graded Aggregates and Soils by Use of the Sand Equivalent Test

Specification for Moisture-Density Relations of Soils Using a 4 .54 kg (10 Ib) Rammer and a 457 mm (1 8 in) Drop

Method of Test for Density of Soil In-Place by the Sand Cone Method

Method of Test for the California Bearing Ratio

Method of Test for Density of Soil In-Place by the Drive Cylinder Method

Method of Test for Density of Soil In-Place by the Rubber-Balloon Method

Specification for Determination of Moisture in Soils by Means of a Calcium Carbide Gas Pressure Moisture Tester

Guide t o Site Characterization for Engineering, Design and Construction Purposes

Testing Aggregates

Guide to Joint Sealant for Concrete Structures

Specification for Mineral Filler for Bituminous Paving Mixtures

Specification for Penetration Graded Asphalt Cement

Standard Specification for Cut-Back Asphalt (Medium Curing)

Specification of Emulsified Asphalt

Specification for Cationic Emulsified Asphalt

Standard Specification for Viscosity Graded Asphalt Cement

AASHTO T 2

AASHTO T 30


AASHTO T 37


Page 12 of 7 0

AASHTO T 104

Rev. 1

AASHTO T 164 (ASTM D 21 72)

AASHTO T I65 (ASTM D 1075)


AASHTO T I76

AASHTO T I82

AASHTO T 21 1

AASHTO T 21 9

AASHTO T 230

AASHTO T 245

ASTM C 150 (AASHTO M 85) ASTM D 2027

Specification for Sampling of Aggregates

Method of Test for Mechanical Analysis of Extracted Aggregate

Method of Test for Sieve Analysis of Mineral Filler for Road and Paving Materials

Test Methods and Practices for Emulsified Asphalt Testing

Method of Test for Soundness of Aggregate by Use of Sodium Sulfate or Magnesium Sulfate

Specification for Quantitative Extraction of Bitumen from Bituminous Paving Mixtures

Specification for Effect of Water on Cohesion of Compacted Bituminous Mixtures

Method of Test for Sampling Bituminous Paving Mixtures

Method of Test for Plastic Fines in Graded Aggregates and Soils by Use of the Sand Equivalent Test

Method of Test for Coating and Stripping of Bitumen-Aggregate Mixtures

Specification for Determination of Cement Content in Cement Treated Aggregate by the Method of Titration

Method of Test for Testing Lime for Chemical Constituents and Particle Sizes

Specification for Determining Degree of Pavement Compaction of Bituminous Aggregate Mixtures

Method of Test for Resistance t o Plastic Flow of Bituminous Mixtures Using Marshall Apparatus Specification for Portland Cement

Standard Specification for Cut-Back Asphalt (Medium Curing)

ASTM D 3387


MPW

Page 13 of 7 0

MPW

Concrete Works

AASHTO M 6

AASHTO M 148 (ASTM C309)

ASTM C 87

ASTM C 8 8

ASTM C 136

ASTM C 295

ASTM C 4 9 4

ASTM D 1751

Test Method for Compaction and Shear Properties of Bituminous Mixtures by Means of U.S. Corps of Engineers Gyratory Testing Machine

Tests for General Properties of Aggregates

Tests for Mechanical and Physical Properties of Aggregates : Determination of Loose Density and Voids

Asphalt Institute: Marshall Method of Mix Design

Test Procedure for Detection of Hydrated Lime in Loose Asphalt Mixes or Cores

Standard Test Procedure for Measuring, Stripping and Heat Stability on Bitumen- Aggregate Mixtures in the Presence of Water

Specification for Fine Aggregates for Portland Cement Concrete

Specification for Liquid Membrane-Forming Compounds for Curing Concrete

Test Method for Effect of Organic Impurities in Fine Aggregate on Strength of Mortar

Test Method for Soundness of Aggregates by Use of Sodium Sulfate and Magnesium Sulfate

Test Method for Sieve Analysis of Fine and Coarse Aggregates

Standard Guide for Petro-graphic Examination of Aggregates for Concrete

Specification for Chemical Admixtures for Concrete

Specification for Pre-formed Expansion Joint, Fillers for Concrete Paving and Structural Construction

ASTM D 3405 Specification for Joint Sealant, Hot-Applied for Concrete and Asphalt Pavements

ASTM D 3406 Specification for Joint Sealant, Hot-Applled, Elastomeric- Type, for Portland Cement Concrete Pavements

BS 882 Aggregates from Natural Sources for Concrete

BS 1199 Building Sands from Natural Sources

BS 1881 Methods of Testing Concrete

BS 7263 Part 1 Specification for Pre-cast Concrete Flags, Kerbs, Channels, Edgings and Quadrants

Road / Traf f~c Marking Palnts

AASHTO M247 Glass Beads Used in Traffic Paint

BS 3262 Part-1 Hot Applied Thermoplastic Road Marklng Materials : Constituent Materials and Mixtures

BS 3262 Part 2 Hot Apphed Thermoplastic Road Marking Materials : Specification for Road Performance

BS 3262 Part-3 Hot Applied Thermoplastic Road Marking Materials : Application of Materials t o Road Surf aces

BSEN IS0 3262-1,2,3 Extender for Paint : Specifications and Methods of Test

4.2.2 KOC Standards

KOC-C-003 KOC Standard for Geotechnical Investigation

KOC-C-005 KOC Standards for Materials and Workmanship - Site Preparation and Earthwork

KOC-G-002 KOC Standard for Hazardous Area Classification

KOC-G-007 KOC Standard for Basic Design Data

KOC-L-002 KOC Recommended Practice for the Protection of KOC Services : Clearance Requirements for Buried Pipelines 81 Piping, Cables, Underground Structures and Buildings

Rev. 1 DOC. NO. KOC-C-024 Pt.1 Page 14 of 70

KOC Std.381 122 General Specifications for Civil Engineering and Building Works.


Kuwait Government Regulations

State of Kuwait Traffic Signs Manual - Volumes 1 & 2

Page 15 of 7 0

State of Kuwait Ministry of Public Works Roads Administration - General Specifications for Kuwait Motorway / Expressway System

Rev. 1

ENVIRONMENTAL CONDITIONS

The environmental conditions in Kuwait are severe. Refer to "KOC Standard for Basic Design Data" (KOC-G-007) which provides the detailed design information regarding the environmental, site and utility supply conditions prevailing throughout the KOC facilities.

HEALTH, SAFETY AND ENVIRONMENT

The Contractor shall follow the necessary health and safety procedures, which are acceptable by KOC, t o protect its personnel and surrounding environment during any site works.

All relevant safety requirement of KOC Fire & Safety Regulations and KOC Health, Safety and Environment (HSE) policy shall be adhered to by the Contractor, while performing the works within KOC areas.

During execution of work, road diversion if required, shall be developed in concurrence with KOC Fire & HSE Dept. Proper warning lights and notices shall be provided and Burgan Fire Station shall also be informed about road closure / diversion.

TECHNICAL REQUIREMENTS

Design Life

Design life of any road shall be at least 20 years. The type of roads to be designed shall be based on traffic intensities and type of traffic loads expected during the design life of road.

Traffic Intensities

KOC roads shall be classified in accordance with the traffic intensities and traffic volume category as per the Table I of this Standard.

DOC. NO. KOC-C-024 Pt.1 11 Page 16 of 7 0 Rev. 1 Table I : Road Classification & Traffic Volume Category

SI.11 Road ] l ~ ~ l l Traffic 11 in both direction

1 I Main Facility 80 6.1 Medium Access Road

2 Primary Road 4 0 3.0 Medium - Low 3 Secondary Road 2 0 1.5 Low 4 Service Road 6 0.46 Low

7.3 Pavement Design Requirements

7.3.1 The design of a good all weather road pavement should identify the set of design inputs requirements, which for ease of description, shall be categorized in accordance with AASHTO as below:-

a) Design Variables b) Performance Criteria C) Material Properties for Structural Design d) Structural Characteristics

7.3.2 Based on the above requirements, the design of flexible pavement for a particular class of road shall consider the following :-

Traffic Data ( in terms of ESAL ) Reliability Resilient Modulus of Roadbed Materials Resilient Modulus of Layer Co-efficients Sub-surface Drainage Environment Considerations Life Cycle Costs Rehabilitation

7.3.3 Reliability factors should be adopted for traffic volume and pavement performance to suit local conditions and mean values and appropriate standard deviations shall be used in designs. Refer to AASHTO Guide for " Design of Pavement Structures " for further details.

7.4 Site Survev. Route M ~ D and Other Information

7.4.1 A detailed field and route survey shall be carried out to set out, peg and protect the true and proper final points, center tines, widths and levels of road at regular and approved intervals in accordance with the project drawings.

7.4.2 All other site information such as existing monuments, services and their statutory clearances shall be clearly marked on detailed construction drawings together with proper identifications at site.

1 DOC. NO. KOC-C-024 Pt.1 11 Page 17 of 7 0 Rev. 1 7.4.3 If the ground situation dictates, necessary geotechnical investigations

as per KOC Standard KOC-C-003 shall also be carried out along the proposed route and when required, during the execution of Works.

8.0 MATERIAL REQUIREMENTS

8.1 General

When new roads are to be constructed in KOC area, selection, testing and acceptance of materials for flexible pavements shall be in compliance with the requirements of this Standard as specified below.

8.2 Fill Material

The fill material wherever to be used for general filling purposes, shall be suitable, clean and free from any other unsuitable material. The fill material used for filling low lying areas and compaction of lower levels & drainage strips shall meet the requirements of clause 7.0 of KOC Standard for "Materials and Workmanship - Site Preparation and Earthworks" (KOC-C-005).

Sub-Grade Material

8.3.1 Sub-Grade material where required for filling under road work, shall be well graded soil with good cementing properties for compaction. It shall be clean and free from matters such as rubbish, garbage, metals, oil contaminated, highly plastic, organic matter and the like. The maximum particle size shall not exceed 50 mm.

8.3.2 Sub-Grade material shall conform to the minimum properties as given in Table II of this Standard.

Table II : Minimum Properties of Sub-Grade Material

1 I Soil Classification I Group A-2-4 I AASHTO M 1451 11 ASTM D 2487

2 Dry Density 21.90 gml cm3 AASHTO T 191 1 ASTM D 1556

3 Liquid Limit 1 2 5 AASHTO T 891 ASTM D 43 18

4 Plasticity Index 2 6 AASHTO T 901 ASTM D 43 18

5 Soaked CBR value at 95% 2 12 AASHTO T 1931 modified Proctor (11 80) (%) ASTM D 1883

6 A maximum swell (CBR) at 2 1 . AASHTO T 193 95% modified Proctor test (T I 80) (96)

7 / Group lndex ( 19,) I = 0 I AASHTo II

DOC. NO. KOC-C-024 Pt. 1 11 Page 18 of 7 0 Rev. 1 8. 4 Sub-Base Material

8.4.1 Sub-base materials shall be "Gatch", which should be of light yellow to mottled white color, free from organic matter and stones and shall be generally won from the approved borrow pits.

8.4.2 Gatch shall have all the properties to be accepted as a good construction material in conformity with the minimum properties as given in Table Ill of this Standard.

Table Ill : Minimum Properties of Sub-Base Material ( Gatch 1

SI. Soil Properbies Minimum Test Method No. Requirements

1 Soil Classification Groups A - I -a, A-I-b, AASHTO M 1451 A-2-4 ASTM D 2487

2 Amount of Fines ( silt +clay) 1 0 % < F < 1 5 % A A S H T O T 8 8 1 passing the sieve size 200 ( F = Fine Fraction ) ASTM D 422

3 Dry Density ( Min.) 2 1.95 gm 1 cm3 AASHTO T 191 1 ASTM D 1556

4 Liquid Limit ( Max.% ) r 25 AASHTO T 89 I ASTM D 4318

5 Plasticity Index ( Max.% ) 1 6 AASHTO T 90 / ASTM D 431 8

6 Soaked CBR value at 95 % 2 20 AASHTO T 193 1 11 I modified Proctor test I I ASTM- D 1883 11 (T180)( Min. % )

7 Group Index ( lei) = 0 AASHTO M I 4 5

8.4.3 As an alternative to the borrowed " Gatch " material, sand-gravel mix may be used, if locally available, as sub-base material. The mix shall consist of crushed mineral aggregates or natural mineral aggregates in conformity with the gradation of coarse to fine percentages as per Table IV of this Standard and the material requirements given below.

Table IV : Particle Size Grading of Sand-Gravel Mix (Alternative)

5 2.0 mm t No. 10 25 - 50 6 425 pm ( No. 40 ) 15 - 30 7 75 pm ( NO. 200 5 - 15

a) Coarse Aggregate i. Coarse aggregate retained on the sieve size 4.75 mm (No.4)

shall be made of crushed stone, crushed gravel or natural gravel. The maximum size of coarse aggregate shall not exceed 25 mm.

ii. Coarse aggregate shall be hard, durable and free from organic matter, silt, clay and any other deleterious materials.


... 111. Coarse aggregate shall conform to the requirements, when tested, in accordance with ASTM C131 (AASHTO T 96) and BS 81 2; and when subjected to 5 cycles of the soundness test as per ASTM C88 shall have a weighted loss not more than 5 % when magnesium sulphate is used.

Rev. 1

b) Fine Aggregate I.

II.

...

Ill

Fine aggregate passing the sieve size 4.75 mm ( No. 4 ) shall be of graded natural sand and 1 or crushed sand conforming to BS 882, Table 4, Grading C or M.

Fine aggregate shall be clean, free from organic matter, silt, clay and other detrimental and deleterious materials. The ratio of fine aggregate passing the sieve size 75 pm ( No. 200 ) shall not be more than 213 of the amount passing the sieve size 4.75 mm ( No. 4 ) .

Fine aggregate shall be washed as necessary, when tested, to comply with the requirements in accordance with BS 81 2 and in addition, shall satisfy the following chemical analysis :

- Sulphates as SO3 < 250 ppm ( 0.025% ) - Chlorides as CI < 50 ppm ( 0.005% )

iv. The material passing the 425 pm ( No. 40 ) sieve shall have a liquid limit less than 35 and a plasticity index not more than 6.

8.5 Asphalt Concrete Materials ( Various Courses )

The asphalt concrete for various courses (base 1 binder / leveling / wearing courses) shall be composed of coarse mineral aggregates, mineral filler and asphalt cement thoroughly mixed in a plant to meet the requirements given below until all aggregate particles are completely coated with asphalt.

8.5.1 Coarse Aggregates

Coarse aggregates shall be mineral material retained on a No. 8 US Standard Sieve and shall consist of the following crushed material arising from the crushing of natural stones and gravel.

a) Material screened from crushing for base / binder 1 leveling courses are retained on a 1 % " US Standard Sieve. Similarly, material for use in wearing courses is retained on 1 " US Standard Sieve.

DOC. NO. KOC-C-024 Pt.1 Page 2 0 of 7 0 Rev. 1

Crushed materials shall be angular and without any flaking and shall be crushed so as to result in a cubic shaped particles. Thin, flaky, elongated and laminated particles shall be rejected.

Testing criteria for coarse aggregates shall be as per BS 81 2.

Coarse aggregates shall be clean and free from extraneous material such as sand, silt, clay and other fine material. At least 80% of the coarse aggregate shall have particles with one fractured face.

Use of coarse aggregates in asphalt mixes shall have a proven high degree of adhesion to bitumen, in accordance with AASHTO T I 8 2 test for coating and stripping for bitumen aggregate mixtures.

In the event of test failure, additives shall be incorporated in the mix to the required proportions in order to secure a good bonding between the aggregate and the asphalt.

The percentage of the coarse aggregates used in the asphalt mixes when tested as to comply with AASHTO T 96 method of testing for abrasion shall be :

I . 50% at 500R for base/binder/leveling course mixes ; and ii. 40% at 500R for wear course mixes.

8.5.2 Fine Aggregates

a) Fine aggregates shall be clean, granular, non-plastic, sharp, tough, durable, natural sand free from dust, silt, clay. The manufactured material produced by crushing of stones andlor gravel passing a No. 8 US Standard Sieve and retained on a No. 200 US Standard Sieve (maximum passing 6%) can also be used.

b) Testing of sand for soundness shall be by AASHTO standard test of soundness of aggregates. When so tested according to AASHTO T 104, sand loss shall not be more than 12% at 5 cycles when subjected t d sodium sulfate solution. In no case, shall the sand equivalent be less than 50 when tested by AASHTO T 176.

8.5.3 Mineral Filler

Mineral filler shall consist of finely ground particles of limestone cement in accordance with AASHTO M 17. It shall be thoroughly dry and free from lumps. When tested for sieve analysis to comply AASHTO T37, mineral filler shall meet the following gradation requirements shown in Table V of this Standard.

Table V : Gradation of Mineral Filler

DOC. NO. KOC-C-024 Pt.1 11 Page 21 of 7 0 Rev. 1

11 2 I I No. 100 85 11

Percent (% f Passing by Dry Weight

$1. No.

8.5.4 Cement

US Standard Sieve Size

Portland cement ( Type I ) conforming to ASTM C150, when used as mineral filler in asphalt mixes of Type I, Type II, Type Ill or Type IV as specified in clause 8.5.7 of this Standard, shall meet the requirements of the mix in accordance with AASHTO M85 (ASTM C150).

I 11 3 I I

8.5.5 Asphalt Cement

100 1

No. 200

a) Asphalt cement for use in the asphalt mixes shall be 60-70 penetration grade and when tested, shall be in accordance with AASHTO M 20 as shown in Table VI below:-

No. 30

75

Table VI : Test of Asphalt Cement

b) Asphalt cement shall be prepared by the refining of petroleum. It shall be uniform in character and shall not foam when heated to 175C (347 O F ) . Blending of asphalt cement materials from different refineries will be permitted only with the written approval of KOC.

8.5.6 Water

a) Normally, brackish water shall be used for compaction of backfill for road works, unless specified for fresh water. Sea water will not be permitted t o be used for any work.

b) Only potable water shall be used for compaction of excavation within one meter from all surfaces of structural works.

DOC. NO. KOC-C-024 Pt.1 11 Page 2 2 of 7 0 Rev. 1 1 8.5.7 Types of Asphalt Concrete Mixes

The types of asphalt concrete mixes shall conform to the compositions given in Table VII of this Standard.

Table VII : Composition of Asphalt Concrete Mixes

9.0 WORKMANSHIP AND TESTING OF SUB-GRADE

9.1 General

9.1 .I The approved fill materials as per clauses 8.2 & 8.3 of this Standard shall be obtained from borrow pits. Prior to use all field and laboratory tests shall be carried out to establish the suitability of fill material.

9.1.2 The strength of the prepared sub-grade shall be evaluated by the results of CBR tests in the laboratory as per AASHTO T I 93. For sub- grade CBR values greater than 25, a sub-base will not be required.

9.2 Sub-Grade Preparation

Before commencing any work, the existing site information in accordance with clause 7.4 of this Standard shall be verified with the relevant project/construction drawings. All pertinent levels, lines and

locations shall also be checked at site and necessary approval shall be obtained from KOC prior to commencement of the works.


9.3 Machinery to be Used

Rev. 1

9.3.1 General

The machinery and tools to carry out earthworks for excavation, loading, transportation, backfilling and compaction of sub-grade shall be in good working condition for the whole duration of the works. The technical information and catalogues of the machinery and tools shall be submitted to KOC for approval prior to start of works. If necessary, KOC will test the machine's performance on sample basis prior to actual use in works.

9.3.2 List of Equipment and Tools

The following equipment(s) shall be required as minimum and essential to perform the earthwork in sub-grade construction:-

1 a) Bulldozers The bulldozers shall be equipped with a blade for earth moving and leveling and may be tracked and/or pneumatic-tyred vehicles. The blade shall be controlled hydraulically to raise or lower, so that the surface can be formed and adjusted as required.

b) Motor Graders

Motor graders shall be equipped with a device for lift, lower and adjustable angle of blade to control the grading operation without any undulations. The graders should be pneumatic-tyred.

C) Shovel Tractors

Shovel tractors shall incorporate hydraulically operated shovel for earth hauling and moving on tracks or on pneumatic tyres. The shovel must be hydraulically controlled to raise and lower as required.

d) Water Sprinklers

Water sprinklers shall be borne by trucks with pneumatic tyres and shall be fitted with pressure pump and water sprinkling distributors for uniform pump pressure. The distributors shall maintain controlled quantities of water sprinkling. A special spray bar attachment shall be used to sprinkle water on sloped surface.

e) Pneumatic Tyred Rollers

DOC. NO. KOC-C-024 Pt.1 11 Page 24 of 70

Pneumatic tyred rollers shall be self propelled, and fitted with tyres of equal size and diameter with uniform inflation capable of exerting average contact pressures varying from 3.5 kg/cm2 to 7.0 kg/cm2 by adjusting ballast andlor tyre inflation pressures. The wheels shall be spaced to have a minimum 6 mm overlap of the tracking wheels. The contact pressure shall not vary more than 0.35 kg/cm2 one from another. It shall have the following minimum ratings:-

Rev. 1

Weight without Ballast : 9,000 kg Weight with Ballast : 18,000 kg Wheel Load without Ballast : 1,300 kg Wheel Load with full Ballast : 2,500 kg

f ) Steel Wheeled Rollers

Steel wheeled rollers shall be of four (4) tyres, three-wheeled, tandem, vibratory steel tandem and single drum vibratory steel rollers as below:

i. Three Wheeled Rollers

Three wheeled rollers shall be self propelled and equipped with a differential drive, reversing clutch and adjustable scrapers to keep the wheels clean. The following shall be the minimum ratings:-

Manufactured Weight : 15,000 kg Rear Wheel Diameter : 1830 mm Rear Wheel Width : 560 mm Lap on Each Side (Front 81 Rear) : 860 mm Maximum Rolling Speed : 3.2 kmlh

ii. Tandem Rollers

Tandem rollers shall be self propelled and equipped with reversing clutches, water sprinkling system, a storage tank and adjustable scrapers to scrap in both directions. The Tandem rollers shall have the following ratings:-

Weight without Ballast 7,000 kg - 8,000 kg Weight with Ballast : 10,000 kg -12,000 kg Rolling Width : 1270 mm Width of Wheel Base : 3050 mm Maximum Driving Speed : 3.20 kmlh

. . .

I l l .

iv,

v.

vi.


Vibratory Steel Tandem Rollers

Vibratory steel tandem rollers shall have the same requirements of steel tandem rollers with a static attachment of 5000 kg and a vibratory frequency in the range of 1500 to 2000 cycles / minute.

Page 25 of 7 0

Single Drum Vibratory Steel Rollers

Rev. 1

Single drum vibratory steel rollers shall be self propelled unit with two axles. The pneumatic flotation shall be attached to rear axle and shall have vibrating capabilities between frequencies of 1500 to 2000 cycles 1 minute.

Portable Vibratory Compaction Rollers

Portable vibratory compaction rollers shall be self-propelled easy maneuverable unit, with double axle tandem single-drum. It shall be equipped with vibrating element capable to deliver a minimum impact of 1500 kg at 5000 cycles/minute, suitable for rolling ditches and side slopes.

Mechanical Hand Compactors

Mechanical hand compactors shall be capable to deliver an impact of 750 kg to 1500 kg.

Method of Execution

The unsuitable material shall be excavated and removed, with other surface material such as vegetation, debris and loose sand. All other deleterious material shall also be removed and carted away to the required thickness and widths. Any tree roots, stumps and other protruding obstructions shall also be carted away to KOC specified dumping area.

All materials including rock from high level areas shall be excavated and removed from the .ful l width of the road construction down to 150 mm below the top'of required level of sub-grade.

Where the existing ground underneath the specified sub-grade level is unsuitable, excavation shall continue until a suitable foundation is encountered. The surface of the acceptable ground at that level shall be scarified to a depth of 200 mm and shall be leveled with approved batch of fill materials and compacted to 95% maximum dry density to the full construction width.

Where existing ground levels are lower than required sub-grade levels, such areas shall be made up with an approved fill, placed in layers not

DOC. NO. KOC-C-024 Pt.1 11 Page 26 of 70 Rev. 1 exceeding 150 mm thick and shall be thoroughly compacted to 95% maximum dry density. The surface of each 150 mm layer of compacted fill shall be approved before commencing with the next layer of filling. The surface of the acceptable ground shall be scarified to a depth of 200 mm and compacted to 95% maximum dry density.

Testing equipment to carry out the tests shall include a "Speedy" type of moisture-content meter for the immediate determination of moisture content.

Prior to compaction, the optimum moisture content (OMC) of the soil shall be checked and recorded in accordance with the AASHTO T 21 7 using the modified Proctor test method. Compaction shall be carried out after preparatory leveling of the sub-grade as described in clauses 9.4.3 and 9.4.4 of this Standard.

If any unacceptable soil is encountered, it shall be scarified by harrows and the specified quantity of water shall be added in order to reach a degree of compaction of 95% maximum dry density to a depth of 300 mm below finished sub-grade or acceptable soil level.

Water shall be added by means of sprinkler vehicles to ensure controlled distribution under adequate pressure, penetrating the pulverized soil with the required amount by way for a one- time pass. Subsequently, the activities as described shall be followed in close sequence :-

a) the soil shall be well raked after treatment with water and the treated / pulverized soil shall be sampled with "Speedy" moisture device.

b) when the water proportion is found to be between - 2% to + 4% of optimum moisture content (OMC), the sub-grade material shall be leveled primarily by motor graders.

c) then it shall be initially compacted by pneumatic tyred rollers or sheep's foot rollers to obtain the maximum dry density required.

Compaction shall start by passing the roller several times regularly backwards and forwards, starting from the lowest level to highest level in order to achieve the following:-

a) to compensate for the amount of water lost in evaporation during compaction, additional quantities of water shall be added as required;

b) to level the sub-grade thereafter again by motor graders to compact and form to its final shape by means of steel rollers;

DOC. NO. KOC-C-024 Pt.1 Page 2 7 of 7 0 Rev. 1

C) to limit the maximum allowable variation in levels, either in rise or in depression to 20 mm in any direction, which shall be determined over a 4.0 m long straight edge over the finished surface of the sub-grade.

The finished surface of the sub-grade shall be protected from any damage and necessary repairs shall be carried out prior to laying any sub- base.

WORKMANSHIP AND TESTING OF SUB-BASE

General

Gatch, conforming t o the requirements of clause 8 .4 of this Standard, shall be used for filling and compaction of road sub-base and road shoulders and should also meet the requirements of clause 9.1 of this Standard.

Selection, Approval and Completion

Gatch materials for sub-base construction shall be obtained by the Contractor from KOC borrow pits or from other sources, when approved by KOC for the works.

Prior to any work, samples of the selected gatch shall be KOC approved subject to all necessary tests by the Contractor as per AASHTO T100, T176, T191, T193, T204, T205 and M I 4 5 to establish suitability of the material(s); and when directed by KOC.

The sides of borrow pits upon completion of gatch carrying operation shall be graded t o a slope of 1 :3 ( lvert ical t o 3 horizontal). Bund walls of 1.5 m high shall be provided above grade level around the pit.

Machinery to be Used

The machinery and tools t o be used t o carry out earthworks in excavation, loading, transportation, backfilling and compaction of sub- base construction shall be same as equipment mentioned for sub- grade construction in clause 9.3 of this standard.

Method of Execution

General

The sub-base material shall be spread in layers on the prepared sub- grade by motor grader or similar mechanical equipment t o ensure the compacted thickness not exceeding 150 mm. Subsequently, the activities as given shall be followed in close sequence:-

a) Modified proctor test shall be carried out on a sample of the sub- base material to check the optimum moisture content (OMC) in order to attain the required maximum dry density.


b) To maintain OMC, correct quantity of water shall be sprayed on the surface by means of sprinkler vehicles to ensure controlled distribution under pressure, penettating the pulverized soil.

C) The treated 1 pulverized soil shall then be well raked over to allow thorough penetration and to obtain a homogeneous mix of uniform moisture content.

7 Page 28 of 7 0

d) When the water proportion is found to be between - 2% to +4% of OMC, the material surface shall be primarily dressed by motor graders to the required profile, levels and cross sections. OMC can be achieved by sampling with "Speedy" moisture device giving direct readings for the surface after spreading and raking.

Rev. 1

e) Compaction by rolling shall start immediately using pneumatic tyred rollers, sheep's foot rollers and/or vibrating steel rollers to obtain the maximum dry density required.

Rolling on Sub-base

Rolling shall commence at the extreme edge and shall continue until the surface has been fully compacted to not less than 95% maximum dry density. Acceptable sub-base shall be with minimum 25% CBR value over the finished surface.

Variation in Rolling on Sub-base

The maximum allowable variation, either in rise or in depression shall be 20 mm in any direction over the finished surface of the sub-base. The allowable variation of 20 mm shall be determined by means of a 4.0 m long straight edge.

Protection of Rolled Sub-base

The finished surface of the sub-base shall be protected properly, and necessary repairs shall be carried out prior to laying any asphalt concrete base.

Compaction and Testing

The sub-base material (Gatch) shall be compacted in layers of thickness not exceeding 150 mm to a minimum 95% of the maximum dry density. However, to achieve this requirement, the steps shall be adhered as follows :-

Where the compaction fails to meet the above requirement, gatch shall be scarified, followed by spraying of water and recompaction. Otherwise, mechanical compaction shall be increased.


The density of any layer requiring compaction shall be determined in accordance with the AASHTO specifications at a rate of one test per 100 meter run or 1000 m2, whichever is less.

When the initial pass rate of compaction testing exceeds 80%, the frequency of tests may be reduced to one test per 2000 m2, and a further reduction to one test per 4000 m2, when the pass rate exceeds 90% in the first time.

Page 29 of 70

Gatch, which requires drying prior to performing any of the specified tests, shall be dried at a temperature not greater than 60 OC (1 40 O F) to comply with the AASHTO requirements of Table Vlll of this Standard.

Rev. 1

Table Vlll : AASHTO Test Requirements for Gatch & Filling Materials

7 1 Liquid Limit I T 8 9 1 16 1 Drive Cylinder 8

The filling shall be in layers not exceeding 150 mm compacted thickness and each layer shall have the density as shown in Table IX of this Standard.

Index Density 9 Moisture Content T 93 18 Classification

If a layer does not conform to the required density, additional tests shall be carried out to determine the limits of the failing area. Rework on that area shall be carried out, until the specified density is obtained. Subsequent operations shall be subject to meeting the density requirements.

Plastic & Plasticity

M 145

KOC reserves the right to carry out the above density tests by a third party. In the event of adverse conflict of test results, those carried out by the third party shall be deemed as correct and final.

T 9 0 17 Density Rubber Balloon T 205

Table IX : Minimum Density of Compacted Layers

----


11 .O WORKMANSHIP AND TESTING OF ASPHALT CONCRETE

Rev. 1

11.1 Survey and Preparation of Area to be Paved

Survey and preparation of the area for Paving shall be carried out as below.

The area shall be true to line and grade, and shall have a properly prepared surface prior to the start of paving operations in conformity with the project specifications and drawings. The surfaces of kerbs, vertical faces of existing pavements and all structures in actual contact with asphalt mixes shall be painted with a thin and complete coating of tack coat to provide a closely bonded, water-tight joint.

All openings or structures in the road for water, drainage and other specified services shall be constructed; and their positions & levels shall be determined before the start of paving operations.

Immediately before applying the prime coat, all loose dirt, earth and other objectionable material shall be removed. Any ruts, soft spots or unacceptable irregularities in the surface shall be repaired.

The surface shall be lightly bladed and rolled immediately prior to the application of the prime coat. In that case booming or blowing shall not be required. If needed, a light application of water shall be made just prior to the application of liquid asphalt to facilitate penetration. Priming shall not start, if there is free water present on the surface.

Weather Limitations

The weather limitations during production and spreading of asphalt concrete shall strictly be followed as below.

Rev. 1 - --


a) Production and spreading of asphalt concrete mix shall not be permitted when the ambient temperature is less than 8C (46F).

Page 31 of 7 0

b) When the surface to be treated is dry or very slightly damp and, when the atmospheric temperature is above 13OC (55F) or more.

) The prime coat shall not be applied in conditions of sandstorm, fog or rain or other unsuitable weather conditions like freezing cold, or high winds.

Prime Coat

The prime coat shall be applied after heating the asphalt to the correct spraying temperature, as determined from the temperature viscosity chart of liquid asphalt for a viscosity range of 40 to 120 centistokes 20 to 60 sec. The primer MC 70 shall be applied by mechanical pressure distributors between the temperature ranges of minimum 60C (140F) and maximum 85C (185OF) as below.

The prime coat (MC 70) shall be applied at a time, full width for smaller roads of width up to 4m and to 113 or 112 of the road width greater than 4m; and shall conform to AASHTO M82 (ASTM D2027) specifications. The prime coat shall be applied at a rate between 0.75 to 1.5 kg/m2 over the full width of sub-base course.

When applied in two or more lanes, there shall be a nominal overlap of primer along the adjoining edges of the lanes. No overlapping shall be allowed at transverse joints and thick paper shall be used at end of applied lanes prior to successive applications. Hand spraying shall be permitted to restricted and inaccessible areas subject to KOC approval.

C) The primed surface shall be well protected to allow the primer to penetrate into the sub-base surfaces and to set and cure completely. No traffic shall be allowed thereon during setting and curing periods.

d) The application of the base course shall not be commenced for at least 24 hours after priming operations. The primed surface shall be maintained in good clean condition prior to the application of the asphalt base course.

e) Any surface breaks, undulations, repairs or other defects shall be made good prior to the application of asphalt base course.

Tack Coat - Emulsified Asphalt

DOC. NO. KOC-C-024 Pt.1 11 Page 32 of 70

Emulsified asphalt shall be of slow setting cationic or anionic type of the SS-lh or CSS-1h grade respectively, and shall conform to the requirements of AASHTO M 208 or AASHTO M 140.

Rev. 1

The approved emulsion will be diluted with approximately an equal quantity of water and thoroughly mixed. The diluted emulsion shall be applied at a rate between 0.25 to 0.75 kg/m2 on the base course and or btnder / leveling course prior to receiving wearing course.

Diluted emulsified asphalt (Tack Coat) shall be applied by mechanical distributors between the temperature ranges of minimum 10C (50F) and maximum 60C (1 40F).

Asphalt Concrete

Job Mix Formula and Allowabie Tolerances

Prior to starting any work, the Job Mix Formula and applicable design shall have KOC approval. The proposed Job Mix Formula shall be supported by laboratory test results, before changing to a new mix design.

The approved Job Mix Formula shall give a combined gradation showing a single definite percentage passing each sieve as well as a percentage of each material to be used in the mix.

The Job Mix Formula shall establish the mixing temperature and compacting reference density. As guidance, the approved and established Job Mix Formula should conform to the tolerances in Table X of this Standard.

The soundness of asphalt paving mixes and satisfactory execution and performance of the asphalt paving courses shall be the responsibility of the Contractor.

Mix Design Criteria

The Marshall Method of mix design in accordance with AASHTO T245 shall be used in designing the asphalt concrete mixes. Design criteria shall not be limited to stability alone, and all the criteria as per Table XI under clause 11.5.3 of this Standard shall be considered in designing and evaluating each type of mix.

Asphalt Mix

a) Apart from the requirements in Table XI of this Standard for all types of mixes, the index of retained strength as determined by

AASHTO T I 6 5 (ASTM D1075) shall have a minimum value of 90%.

b) Those mixes, which shall have indices of retained strength of less than 90%) may be considered acceptable, provided that the net


retained strength exceeds always

Page 33 of 7 0

- 8 kg/cm2for plant mix seal ; and - 14 kg/cm2 for other asphalt mixes.

Table X : Allowable Tolerances of Established Job Mix Formula

11 2 1 Passina Sieve No. 8.16.30.50 & 100 I i 4.0 %

Range SI. No.

11 4 1 A s ~ h a l t Cement I i 0.4 %

Description

11 3 1

I Passing Sieve No. 200 i 1.5 % 5

6 7

I I to J O ~ Site.

Passina Sieve No. 4 and laraer

I emptied from the Mixer 1- 8 1 Mix Temperature i minimum i on delivery Table XI : Marshall Design Criteria for Asphalt Mixes

i 5.0 %

Mix Temperature variation when emptied from Mixer Tolerance of established Job Mix Formula Mix Temperature ( maximum when

121 O C (250 OF)

(As per AASHTO T 245)

i 10C

i l l O C (52OF) 154OC (310 O F )

Blows, each End of Specimen

2 Stability (kg) 350 500 600 3 Flow ( per 0.25 m m I I8P61 8 1 1 6 1 8 1 1 6 4 / VMA 1 l 3 1 - 1 1 4 1 - 1 1 5 1 5 Air Voids ( % I 3 8 3 8 4 6 6 Aggregate Voids filled 60 80 6 5 85 7 0 85

with Bitumen ( % I 7 FillerIBitumen Ratio 1.6 1.5 1.4

8 Immersion Compression 70 70 7 0 Specimen (AASHTO T I 65) Index of Retained Strength (%)

C) The optimum bitumen content determined by the Marshall Method shall be used in prepared specimens for immersion compression testing in accordance with AASHTO T 165. As a guidance, for typical samples of asphalt mix designs (Type Ill, refer to Appendices I and II of this Standard.


d) The stability requirements of cement modified asphalt courses shall be in compliance withTable XI1 of this Standard.

Table XI1 :Stability Requirements of Cement Modified Asphalt Courses

Page 34 of 70 Rev. 1

SI. No.

1

2

11.5.4 Cement Coating of Aggregates

3

Each size of coarse aggregate, natural sand and crushed sand shall be cement coated separately in the following manner. Mineral filler shall not be coated.

Asphalt Mix Type

Asphalt Concrete - Type I (Cement Coated Aggregate) Asphalt Concrete - Type II

Portland cement (Type I) conforming to ASTM C150 shall be mixed with aggregates in the mixer of the cement coating facility and water shall then be added except that the sequence of charging materials into the mixer and the mixing time shall be adjusted, as necessary, to produce uniform coating of the aggregate particles.

Marshall Stability Per 75 Blows ( Minimum)

1600 kg

1700 kg (Cement Coated Aggregate) Asphalt Concrete - Type Il l & IV (Cement Coated Aggregate)

The quantity of water required for cement coating of aggregates shall be the quantity for hydration plus the quantity for absorption and evaporation losses. The actual quantity of water proportioned shall be from the results of aggregate moisture tests and quality of coating considerations.

1800 kg .

If the moisture content of the aggregate exceeds the requirements for coating, the aggregate's moisture content shall be determined at intervals and the quantity of water required for cement coating shall be adjusted accordingly.

The freshly coated aggregates shall be cured in stockpiles for a minimum period of 48 hours. Either an impermeable cover placed directly on the surface of the stockpile or a water sprinkling system shall be used for curing.

e) The cement content of the coated aggregates shall be determined for acceptance by AASHTO T 21 1, based on the uniformity of coating, the percentage of particles coated and the acceptability of the curing procedure. Cement coated aggregates will be accepted in the stockpile after curing.


f ) As a guidance aggregates, Portland cement and water proportions for cement coating shall be followed as given in Table Xlll of this Standard.

g) The cement-coated aggregates shall be treated for asphalt mix in the same way, after the curing period, as conventional aggregates and all subsequent operations shall be in accordance with the requirements of this Standard.

Page 35 of 7 0

Table Xlll : Cement and Water Requirements for Cement Coating of Aggregates

Rev. 1

Aggregate Cement by Water for Water for Weight of Dry Hydration by : Absorption by

Aggregate Weight of ; Weight of Dry ( % I Cement (%) : Aggregate ( % I

1.3 - 1.7 23 0.9

5 6

11.6 Equipment to be Used

11.6.1 Equipment for Prime and Tack Coats

10 m m ( 3 i 8 " ) CrushedSand

I 11 7 i Natural Sand i I I

The equipment of prime and tack coats shall ensure the rate of application between 0.1 5 to 5.0 kg / m2 with a uniform pressure, and can readily be determined. The allowable variation shall be 0.5 kg / m2. Prime and tack coat equipment shall include the following: -

6.0 - 6.5 1 23

a) Power Broom / Power Blower

4.0 - 4.5 6 ,5 -7 .0

1.2

A power broom and/or a power blower, together with a self- powered pressurized bituminous material distributor shall be complete with equipment for heating the bituminous material. The power broom shall be self-propelled and equipped with a cylindrical, rotating nylon bristle brush. The brush shall be capable of being angled to the right and left with adjustable ground pressure.

23 23

0.9 1.2

b) Distributor

DOC. NO. KOC-C-024 Pt.1 11 Page 36 of 7 0

The distributor shall have pneumatic tyres of such width and number that the load produced on the road surface shall not exceed 107 kg/cm of tyre width. The distributor shall be equipped and operated to facilitate bituminous material applied at a uniform rate at an evenly heat, and on variable width up to 6.0 m width. The equipment shall be accurately checked, calibrated and set at the required angels prior to commencement of work. The equipment shall include as a minimum:-

Rev. 1

I . 1 1 . . . .

1 1 1 .

iv.

v. vi. vii.

viii

a tachometer and schedules showing distribution rate; a pressure gauge; spray bars of variable length according to the width of the area to be covered and all necessary attachments to allow application on sloped surfaces; heating coils and heater, or other approved heating apparatus; lighting equipment and independently driven pump; thermometers; an upper opening in the reservoir and gauging and an independently driven pump; adjustable sprayers to suit the widths and height above the road.

1 1.6.2 Screens for Asphalt Mixing Plant

a) The asphalt mixing plant shall be equipped with screens suitable for screening the aggregate into sizes such that these can be re- combined into a gradation, which shall meet the requirements of the job mix formula.

b) Where the material's natural gradation is satisfactory, no screening may be required. However, the plant should be equipped with a scalping screen of a suitable size to remove oversize aggregate and other deleterious material.

11.6.3 Trucks for Hauling and Placing

a) Trucks for hauling aggregates or asphalt mixtures shall have tight, clean and smooth metal beds that have been sprayed with a minimum amount of soapy water, paraffin oil, or lime solution to prevent the mixture from adhering to the beds. Use of diesel or other solvents to spray in the truck bed is prohibited.

b) Each load shall be covered with canvas or other suitable material to prevent excessive cooling and to protect the mixture from the weather. Any defective truck that may cause undue delay skall be immediately removed from the Work.

) When necessary, truck beds shall be insulated to maintam a workable temperature of the mixture so that the mixture shall be delivered on the road surface at the specified temperature. Each dump truck shall be equipped with chains on the tailgates for control, when dumping the mix into the paving machine.


11.6.4 Spreading and Finishing Equipment

a) The equipment for spreading and finishing the asphalt mixtures shall be of an approved mechanical, self-powered electronic controlled screed type, capable of spreading and finishing the mixture true to line, grade and required crown, and without causing segregation of the mix constituents. The equipment shall finish the surface true to required longitudinal and cross-level, without undulations ensuring uniform density of the paving course.

Page 37 of 7 0

b) Pavers as Spreading and Finishing Equipment shall be designed to allow a maximum width of paving up to 3.0 m and reducible to 2.0 m when required, and equipped with:-

Rev. 1

i. boxes or hoppers with suitable capacity and distributing screws of the reversing type to place the mixture uniformly in front of an adjustable electronic controlled screed;

ii. provisions and attachments to suit the paving width for road widening and paving on sloped sections. They shall be equipped with faster and efficient steering devices and shall have reverse and forward travelling speeds. Paver's adjustable operational speed shall be in the range of 3 to 6 m per minute;

. . .

111. equalising runners, straight edge runners, evener arms or other compensating devices to maintain true-ness of grade and to confine the edges of the pavement true to lines without use of stationary side forms. The equipment shall include blending or joint levelling devices to smooth and adjust longitudinal joints between lanes;

iv. mechanical devices such that the assembly will place the material at the required compacted thickness;

v. electronic screed and feed controls to maintain a constant level of material along the full length of the screed. This shall include automatic profile grade control and automatic slope control. The automatic slope control shall be equipped with a proportioning manual override to enable smooth transition of changing slope rates;

DOC. NO. KOC-C-024 Pt.1 11 Page 38 of 7 0 Rev. 1

vi. activated screed and devices for heating side plates and cut-off shoes to the temperature required for the laying of the mixture without pulling or marring, and it can produce a finished surface of evenness and specified texture without tearing, shoving or gouging. Pavers shall also be provided with the standard attachable screed extensions;

vii. screed for any cutting, crowning or other physical action that is effective in producing the effects of above sub-clause 11.6.4(vi). Side plates and cutting shoes shall be provided to continue the mix to the scheduled widths.

Rolling Equipment

Rolling equipment shall consist of pneumatic tyre rollers and steel wheeled rollers as described in clauses 9.3.2(e), 9.3.2(f) ( 1 ) and 9.3.2(f)(v) of this Standard. Rollers shall be equipped with reversible or dual controls to allow operation both forward and backward with the operator always facing in the direction of movement. Tandem steel- wheeled rollers shall be in conformity with clause 9.3.2(f) (ii) of th~s Standard to develop the requisite density of laid asphalt.

Method of Execution

Preparation of Asphalt Mix

Asphalt mix shall be prepared as follows :-

a) Asphalt Cement

The 60 1 70 penetration grade asphalt cement shall be heated to a temperature to yield viscosities in the range of 150 - 300 centistokes when delivered to the mixer. If foaming occurs, asphalt cement shall not be used.

b) Mineral Aggregates

I. Mineral aggregates (coarse and fine) shall be stored in separate stockpiles at the asphalt plant.

11. The materials shall be dried and heated so that the temperature of the heated aggregates are within 8C (46 O F ) of the temperature needed to satisfy the viscosity requirements of the asphalt cement.

iii. The quantity fed through the drier shall be restricted to ensure dried and heated mix within temperature specified.


C) Proportioning and Mixing

The heated ingredients together with the mineral filler and asphalt cement shall be combined and mixed so that the mixture produced complies with the requirements of the Job Mix Formula. The mix temperature shall be within the limits set out in the Job Mix Formula when emptied from the mixer, but in any case shall not exceed 17 1 "C (340F).

d) Control of Mixing Time

In batch type plants, a dry mixing period of not less than four (4) seconds shall precede the addition of asphalt cement to the mix. Wet mixing shall be restricted between 30 seconds and 75 seconds to obtain thoroughly blended mix.

1 1.7.2 Transportation and Laying

a) The asphalt mixture for base course shall be transported from mixing plant and applied on primed surface, which shall be maintained in good clean condition prior to the application. The mix shall be laid upon an approved surface only when weather conditions are suitable and in accordance with the clause 11.2 of this Standard.

b) The asphalt mixture(s) shall be transported from the mixing plant to the point of use in trucks for hauling and placing as described in clause 11.6.3 of this Standard.

C) Hauling trucks shall not be dispatched from the mixing plant, when the load thereon cannot be spread and compacted during daylight hours.

d) A two way radio contact and communications must be provided at all times between laying operations and mixing plant during paving operations.

1 1.7.3 Spreading and finishing

a) Spreading and finishing equipment conforming to the clause 11.6.4 of this Standard shall be used. The asphalt mix ( based on cement coated aggregates or un-coated gabro based) shall be spread and struck off to grade, elevation and cross-section 1 shape intended, either over the entire width, or over such partial width as may be required. The mix shall be discarded, if it does not conform to clauses 1 1.5.2 and 1 1.5.3 of this Standard.

b) Rolling shall only take place, when the mixture is in a proper working condition, and when the rolling does not cause any displacement, cracking or heaving.

The asphalt base course shall be constructed to the correct levels and shall be homogeneous. It shall provide an even compacted surface free from undulations, rises or depressions and within the tolerances stipulated in clause 11.8.6 of this Standard.

No new wearing course (Type Ill) shall begin, until the previously laid asphalt courses (Types I & 11) have been tested & approved by KOC.

i DOC. NO. KOC-C-024 Pt.1

When the same asphalt courses ( Type I or ll ) is to be laid in more than one layer, the second layer shall be placed as soon as practicable, after the first layer has been finished, rolled and cooled. The cleaning of the first layer and the application of thin tack coat on the first layer shall be made, if required.

Rev. 1

The longitudinal joints in any succeeding layer shall offset the joint in the layer below by at least 150 mm.

Where the road is in 2 lanes, the joint in the top layer shall be at the centerline of the road. Where the roadway is more than 2 lanes in width, the longitudinal joints shall be located as directed by KOC.

Transverse joints, which are required due to unavoidable delays or at the end of one day's operation, shall be staggered in adjacent lanes by at least 2 m.

The use of motor graders or hand spreading of the asphalt mix shall not be permitted except in places where it is impossible to use pavers and shall only be with specific permission of KOC. No compromise shall be made in the above regarding true-ness of level, thickness and homogeneity of the compacted mix.

Compaction

Rolling equipment in compacting asphalt mixes shall meet the requirements of clause 11.6.5 of this Standard. The number of rolling equipment shall be to provide specified asphalt course density and surface characteristics in an orderly, efficient and continuous manner in the following way:-

a) Immediately after the asphalt mix has been spread and struck off, the surface shall be checked and irregularities adjusted, if any, and then compacted thoroughly and uniformly by rolling.

b) The wheels of the steel wheel rollers shall be kept properly moistured to prevent adhesion of the mix to steel wheels, but excess water shall not be permitted.

C) After the longitudinal joints and edges have been compacted, rolling shall start longitudinally at the sides of the road and shall gradually progress towards the centre.

d) On super-elevated sections, rolling shall begin on the low side and progress to the high side. Overlapping on successive trips by at least

one-half the width of tandem rollers and uniformly lapping each preceding track shall be maintained.

Page 41 of 70

The rollers shall move at a slow but uniform speed with the drive wheels nearest the paver. The speed shall not exceed 4.8 kmlhr for steel-wheeled rollers and 8.0 kmlhr for pneumatic-tyred rollers.

Rev. 1

The line of rolling shall not be changed suddenly or the direction of rolling reversed suddenly. If rolling causes displacement of the material, the affected areas shall be loosened at once with hand tools and restored to the original grade of the loose material before being re-rolled.

Heavy equipment or rollers shall not be permitted to stand on the finished surface before it has been compacted and has thoroughly cooled.

When paving in a single width, the first lane placed shall be rolled in the following order: -

I. Transverse joints ii. Longitudinal joints iii. Outside edge iv. Initial or breakdown rolling, beginning on the low side and

progressing towards the high side. v. Second rolling vi. Finish rolling.

When paving in echelon, 50 mm to 100 mm of the edge, which the second paver is following, shall be left unrolled. Edges shall not be exposed more than fifteen minutes without being rolled.

Particular attention shall be given to the construction of the transverse and longitudinal joints in all courses. In all cases, including construction of joints, provision shall be made for a proper bond between the edges of laid surfaces for the full depth of the course.

Fresh mixture shall not be placed against previously rolled materials unless the edge is vertical.

11.7.5 Transverse Joints

Transverse joints shall be carefully constructed and thoroughly compacted to provide a smooth riding surface. Joints shall be checked with a straight-edge to assure smoothness and true alignment. Joints shall be formed with a bulkhead, such as a board, to provide a straight line and vertical face. To obtain thorough compaction of these joints, steps below shall be followed:-

a) Distorted joints shall be trimmed to line and the face shall be painted with thin coating of emulsified asphalt before the fresh material is placed against it.

b) The material placed along the joint shall be tightly pushed against the vertical face with a steel-wheeled roller.

DOC. NO. KOC-C-024 Pt. 1

C) The roller shall be placed on the previously compacted material transversely so that not more than 150 mm of the rear rolling wheel rides on the edge of the joint.

d) The roller shall be operated to pinch and press the mix into place at the transverse joint.

t Page 4 2 of 70

e) The roller shall continue to roll along this line, shifting its position gradually across the joint in 150 to 200 mm increments, until the joint has been rolled and thoroughly compacted with the entire width of the roller wheel.

Rev. 1

11.7.6 Longitudinal Joints

Longitudinal joints shall be rolled directly with a steel-wheeled roller behind the paving operations. The first lane placed shall be true to line and grade and have a vertical face. The material being placed in the abutting lane shall then be tightly pushed against the face of the previously placed line. The following steps shall ensure good joints : a) Before rolling, the coarse aggregate in the material overlapping the

joint shall be carefully removed with a rake and discarded. b) Next, the roller shall be shifted over the previously placed lane so

that not more than 150 mm of the roller wheel rides on the edges of the newly laid lane.

C) The rollers shall then be operated to pinch and press the fine material gradually across the joint. Rolling shall be continued until a thoroughly compacted and neat joint is obtained.

d) If the abutting lane is not placed in the same day, or the joint is distorted by traffic or by other means, the edge of the lane shall be carefully trimmed to line, cleaned and painted with a thin coating of emulsified asphalt before the abutting lane is placed.

11.7.7 Edges

The edges of the asphalt course shall be rolled concurrently with or immediately after rolling the longitudinal joint. Care shall be exercised in consolidating the course along the entire length of the edges. Before it is compacted, the material along the unsupported edges shall be slightly elevated with hand tools to ensure full weight of the roller wheel on the material to the extreme edges.

1 1.7.8 Breakdown Rolling

Breakdown rolling shall immediately follow the rolling of the longitudinal joints and edges. Rollers shall be operated, as close to the paver as possible, to obtain adequate density without causing undue displacement. In no case, the mix temperature shall be allowed to drop


below 107C (225F) prior to breakdown rolling. If the breakdown roller is steel-wheeled, it shall be operated with the drive wheel nearest the finishing machine.

Intermediate Rolling

Pneumatic-tyred rollers or steel wheeled rollers described in clauses 9.2.2(e) and 9.2.2(f) shall be used for the intermediate rolling. The intermediate rolling shall follow the breakdown rolling as closely as possible and while the paving mix is still of a temperature that will result in maximum density from this operation. Rollers shall be used continuously after the initial rolling until all of the mix placed has been thoroughly compacted. Turning of rollers on the hot paving mix shall not be permitted.

Finish Rolling

The finish rolling shall be performed with three-axle tandem rollers. Finish rolling shall be accomplished, as detailed below, while the material is still warm enough for the removal of roller marks.

a) All rolling operations shall be conducted in close sequence. b) In places inaccessible for operation of standard rollers, compaction

shall be performed by manual or mechanical tampers of such design as to give the desired paving density.

C) After final rolling, the smoothness, levels, cross-falls, density and thickness shall be checked.

d) Any surface irregularity exceeding the limits specified in clause 1 1.8.6 of this Standard and any areas defective in texture, density or composition shall be corrected by removal and replacement.

Protection of Asphalt Courses

Sections of the newly finished work shall be protected from traffic of any kind until the mix has been properly compacted and cooled. In no case, traffic shall be permitted in less than 12 hours after completion of the asphalt course.

Compacted Thickness Measurements

a) The total constructed thickness of the base and binder / leveling courses after final compaction shall be achieved in accordance with the construction drawings, approved by KOC.

b) Sufficient measurements of thickness(es) shall be taken before and after compaction t o establish the relationship of thickness(es) between the un-compacted material and completed Work.

C) The thickness shall then be controlled by measurements taken of the un-compacted material immediately behind the paver.

When the measurements indicate that an area will not be within the allowable tolerances for the completed work, the un- compacted layer shall be corrected while the mixture is still in a workable condition.


Where the measured base or binder course thickness falls short of specified thickness by more then 1 0 % but less than 15%, the shortage shall be compensated for the required additional thickness in the subsequent wearing course.

Where total compacted thickness of base and/or binder course(s) falls short by more than 15%, then the concerned area shall be rejected and shall be replaced.

Page 4 4 of 7 0

If the required total compacted thickness for base, binder and wearing courses is less by more than 5%, then the concerned area shall be rejected and shall be replaced.

The density of any sample cut from any part of the Work at a distance exceeding 300 mm from edge of paved area shall not be less than 95% of mix design density.

Rev. 1

Where the sample shows a density less than 9 3 % of that designed value, this shall be considered a major defect for the concerned pavement. That pavement area shall be rejected.

\

11.8 Testing & Acceptance Requirements of Completed Asphalt Courses

General

Each completed asphalt concrete course (Type I, Type II and Type Ill or Type IV) shall be tested and accepted/approved in accordance with the following requirements prior t o placing any subsequent asphalt concrete course.

Samples

a) Samples from each completed asphalt course shall be cut and taken by coring in accordance with AASHTO T 230 for testing during the progress of the Work and before final acceptance of the Work.

b) Samples shall be taken from the asphalt mix for the full thickness of the course at a rate of not less than one sample per 100 metre run of road or 1500 m2 of paving whichever is less.

C) Whenever deficiencies are noted in loose mix samples or core samples, additional cores shall be collected and tested in order to define the area of affected pavement involved.

d) Fresh and hot asphalt mix shall be placed and compacted in holes left by sampling.

11.8.3 Degree of Compaction


a) The degree of compaction shall be the ratio of the specific gravity of the pavement sample to the specific gravity of the laboratory Marshall specimens prepared in accordance with the Job Mix Formula.

b) If the specific gravity of cut samples from any asphalt concrete course fails to conform to the minimum required, this' will be considered a major defect in the Work. The entire portion of the asphalt course represented by these samples shall be rejected.

Page 4 5 of 70

C) The minimum degree of compaction required for the various types of asphalt concrete, expressed as a percentage, shall comply with the requirements as given in Table XIV below.

Rev. 1

Table XIV : Minimum Degree of Compaction

Asphalt Mix Type Required Degree of Compaction

1 Asphalt Concrete - Type I ( Base Course ) I I Minimum )

95%

11 2 / Asphalt Concrete - Type II ( Base I Binder I 97%

1 1.8.4 Asphalt Content and Gradation

I 3

The requirements of asphalt content in paved area and rejection of the same shall be determined on the basis of the following:

a) Either asphalt content or aggregate gradation established by the analysis conducted on samples of loose mix or cores is beyond the permissible tolerances specified for the approved Job Mix

I Leveling Course ) Asphalt Concrete - Type Ill & Type IV

( Wearing Course )

Formula in clause 11.5.1 of this Standard.

97%

b) Such variation affecting the characteristics of the asphalt mix shall be considered as a major defect in the Work.

11.8.5 Finished Thickness

Each asphalt concrete course (Type I, Type II, Type Ill & Type IV) shall be constructed correct to the lines, grades and required thickness(es) as per the approved construction drawings; and shall be acceptable, when meeting the following :-

a) Individual courses (Types) shall not vary more than 10% from plan thickness.

b) In any case, the total thickness of all courses shall be not less than that of total specified thickness by more than 1 0 % or 5 mm whichever is less.

C) Where an individual course (Type) is not within the stated tolerance, the minor adjustment may be allowed in the succeeding course t o correct the thickness. In failing to do so the material shall be rejected, in which case it shall be removed and replaced.

d) The tolerances specified in the above sub-clauses (a) & (b) shall not invalidate the tolerances set forth in clause 1 1.8.6 for evenness of surface of the asphalt paving courses.

11.8.6 Surface Evenness & Levels

The surface evenness for each compacted course of the various asphalt paving shall be tested by KOC to ascertain their conformity to the requirements as given in the relevant project specifications and dravvmgs in respect of levels, longitudinal falls and cross-sections in the following manner:

a) A four (4) metre straight-edge and a crown template of sturdy and approved design shall be put for the checking operations as directed by KOC.

b) Any layer containing deviations or variations exceeding the following tolerances below and tolerances in Table XV shall be corrected or removed and replaced as directed by KOC.

I. The variations in the levels of the finished road axis after construction shall not exceed 10 mm from the required levels as specified in the approved construction drawings.

1 1 . In addition, the variations in the falls to cross-sections of the road shall not be more than L 0.3 % from the required values.

iii. When tested by a four (4) metre straight-edge placed at right angles and parallel to the road centre line at intervals not exceeding two ( 2 ) metres, or when tested by a crown template placed at right angles to the road centre line at intervals not exceeding half the template length, variation of the surface of the road from the testing edge between any two contacts with the surface shall not exceed the maximum tolerances listed in Table XV of this Standard.

C) However, the tolerances specified herein for surface evenness shall not invalidate the tolerances set forth for finished thickness of the asphalt paving courses in clause 11.8.5 of this Standard.

DOC. NO. KOC-C-024 Pt.1 Page 4 6 of 7 0

I

-

I

Table XV : Maximum Tolerances for Surface Evenness

DOC. NO. KOC-C-024 Pt.1 Page 47 of 70

SI. No. Location

1 Base Course ( Type I)

a) Test methods shall comply with the latest version of the applicable AASHTO standards in general for tests listed in the Table XVI of this Standard.

Rev. 1

Tolerance [Maximum)

7 mm

2

3 4

b) However, applicable British Standards and MPW Standards listed in Clause 4.0 of this Standard shall equally apply.

b) KOC reserves the right to carry out the above tests by a third party on its behalf. In the event of conflict of test results, those carried out

Base I Binder I Leveling Course ( Type I1 ) Wearing Course ( Type 111 ) Wearing Course ( Type IV )

by the third party shall be correct and final.

11.8.8 Sampling and Testing of Mixes

Sampling and testing of asphalt concrete mixes, i

4 mm

4 m m .

3 mm

n continuati clause 11.8.7 above, shall be carried in the following order:

a) Loose asphalt concrete mix samples shall be obtained behind the paver before compacting in accordance with AASHTO T 168.

b) Compacted asphalt concrete samples shall be obtained by coring in accordance with AASHTO T 230, Method - B.

c) Determination of bitumen content and extraction gradation shall be performed on either loose or compacted samples in accordance with AASHTO T 164 and AASHTO T 30.

d) Ash correction shall be determined by using bitumenometer.

e) The specific gravity of the compacted asphalt concrete cores will be measured in accordance with AASHTO T 230.

Table XVI : Test Requirements & Applicable Standards


Description of Tests .--/I ASTM

Rev. 1

1 ( Mineral Filler for Bituminous Paving I AASHTO M I 7 (

3 1 Cutback Asphalt (Medium Curing Type) I AASHTO M82 I 2

Mixtures Penetration Graded Asphalt Cement

4 5

AASHTO M20

6 7

Portland Cement (Hydraulic Cement) I AASHTO M85 Emulsified Asphalt I AASHTO M I 40

8 9

10

ASTM C150 ASTM D977

Cationic Emulsified Asphalt Viscositv Graded Asphalt Cement

11

12

13

I Bituminous Paving Mixtures 15 1 Effect of Water on Cohesion of I AASHTO T I 6 5 I ASTM D979

Sampling of Aggregates Material Finer than 75 Microns (No.200) Sieve in Mineral Aggregate by Washing Sieve analysis of Fine and Coarse

14

I Com~acted Bituminous Mixtures I I

AASHTO M208 AASHTO M226

Aggregate Mechanical Analysis of Extracted Aggregate Resistance to Degradation of Small Size Coarse Aggregate by Abrasion in Los Angeles Machine Soundness of Aggregates by Use of

ASTM C2397

AASHTO T2 AASHTO T I 1

AASHTO T27

Sodium Sulfate or Magnesium Sulfate Quantitative Extraction of Bitumen From

ASTM D75

AASHTO T30

AASHTO T96

AASHTO T I 0 4

16 17

I Cement Treated Aggregates by the I I

ASTM D2 172

AASHTO T I 64

18

ASTM D l 0 7 5

Sampling of Bituminous Paving Mixtures Plastic Fines in Graded Aggregates and

I Compaction of Bituminous Aggregate I I

AASHTO T I 6 8 AASHTO T I 7 6

Soils by use of Sand Equivalent Test Determination of Cement Content in

19

AASHTO T2 1 1

Bituminous Mixtures using Marshall Apparatus

- - -

Method of Titration Determining Degree of Pavement

20

ROAD SHOULDERS

AASHTO T230

General

Mix Resistance to Plastic Flow of

Road shoulders shall be built to prcvide protection and drainage to asphalt pavement and safety to road users, whenever necessary.

AASHTO T245

12.2 Workmanship

12.2.1 The shoulders at outer edges of the roads shall be graded and compacted to the profiles, levels and widths as shown in the project

DOC. NO. KOC-C-024 Pt.1 11 Page 50 of 70 11 Rev. 1 -" 'I!

Mortar

Mortar used in kerbstone construction shall consist of one part ordinary Type 1 Portland cement and two parts sand (by volume) mixed to the proper working consistency with water. The cement, water and fine aggregate (sand) shall comply with the KOC Standard 381122 for "General Specification for Civil Engineering and Building Works".

Bituminous Celotex & Curing Compound

Bituminous Celotex joint filler shall comply with ASTM D 1751. Curing compound shall meet the requirements of KOC Standard 381122 for "General Specification for Civil Engineering and Building Works" and shall comply with AASHTO M 148 (ASTM C 309) Type 2. Workmanship - Raised Kerbstones

Foundations for kerbstones shall be cast in-situ of plain concrete Class 2 using ordinary cement and 20 mm maximum size graded aggregate, to the dimensions shown on the construction drawings. The necessary formwork on both sides to support it vertically and horizontally shall be required to proper levels and setting.

Casting shall be carried out in lengths not exceeding 10 m run, separate

koc_c_024_p1_

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