E_div 8 Ashphaltic Concrete Works

DIVISION 8 ASHPHALTIC CONCRETE WORKS 247

8.1 Scope 247 8.2 Asphalt Mixes In Urban Areas 247

8.2.1 Characteristics Of Urban Roads And Streets 247 8.2.2 Urban Areas Asphalt Work Requirements 247

8.3 Prime Coat 248 8.3.1 Description 248 8.3.2 Materials 249 8.3.3 Application Rates 249 8.3.4 Equipment 249 8.3.5 Construction 249

8.3.5.1 Surface Preparation 249 8.3.5.2 Preparation Of Asphalt Material 250 8.3.5.3 Test Sections And Selection Of Application Rates 250 8.3.5.4 Application Of Asphalt Material 250 8.3.5.5 Maintenance Of Prime Coat 251

8.3.6 Traffic Control 251 8.3.7 Weather Limitations 251 8.3.8 Measurement 251 8.3.9 Payment 252

8.4 Tack Coat 252 8.4.1 Description 252 8.4.2 Materials 252 8.4.3 Application Rates 252 8.4.4 Equipment 252 8.4.5 Construction 252

8.4.5.1 Surface Preparation 252 8.4.5.2 Preparation Of Asphalt Material 253 8.4.5.3 Test Sections And Selection Of Application Rates 253 8.4.5.4 Application Of Asphalt Material 253

8.4.6 Traffic Control 253 8.4.7 Weather Limitations 253 8.4.8 Measurement 253 8.4.9 Payment 253

8.5 Asphltic Concrete 253 8.5.1 Description 253 8.5.2 Materials 254 8.5.3 Asphaltic Concrete Mixes 254

8.5.3.1 Job Mix Formula 254 8.5.3.2 Acceptance Of Job Mix Formula 255 8.5.3.3 Job Mix Formula Requirements 255

8.5.4 Equipment 255 8.5.4.1 Mixing Plants 255 8.5.4.2 Asphalt Paving Machine 257 8.5.4.3 Rollers 257 8.5.4.4 Power Broom 258 8.5.4.5 Hand Tools 258

8.5.5 Weather Limitations 259

8.5.6 Construction 259 8.5.6.1 Preparation Of Asphaltic Materials 259 8.5.6.2 Preparation Aggregates 259 8.5.6.3 Preparation Of Asphaltic Concrete Mixture 260 8.5.6.4 Surface Preparation 262 8.5.6.5 Hauling Asphaltic Concrete Mixtures 262 8.5.6.6 Placement Of Asphaltic Concrete Pavement 262 8.5.6.7 Joints 264 8.5.6.8 Compaction Of Asphaltic Concrete Pavement 264 8.5.6.9 Pavement Thickness Measurement 265 8.5.6.10 Wearing Course Smoothness 265 8.5.6.11 Wearing Course Skid Resistance 266

8.5.7 Traffic Control 266 8.5.8 Work Acceptance 267

8.5.8.1 Quality Control 267 8.5.8.2 Quality Assurance 267

8.5.9 Measurements 267 8.5.10 Payment 269

General Specifications of Urban Roads Construction Division 8- Asphaltic Concrete Works

Ministry of Municipal & Rural Affairs – Kingdom of Saudi Arabia 247

DIVISION 8

ASHPHALTIC CONCRETE WORKS

8.1 Scope: This Division comprises of the requirements for asphalt work in urban area

using hot asphaltic concrete mixes. It details the specifications related to these mix designs and construction of including surface preparation, prime and tack coating, spreading and compacting the mixture on a prepared surface, specifying the proper equipment for construction, controlling the traffic, and quality control, quality assurance, acceptance, measurement, and payment requirements.

8.2 Asphalt Mixes in Urban Areas: 8.2.1 Characteristics of Urban Roads and Streets :

Roads in urban areas differ from rural areas roads in several aspects, which in turn affect performance, design, and construction of these roads. Following are the major differences:

1. Road network is operationally divided into freeways, arterials, collectors, local streets, and industrial roads.

2. Existence of parking for small vehicles and trucks. 3. Existence of areas of intersections, acceleration, deceleration, stopping, and u-

turns. 4. Affected by surface and sub-surface water. 5. Existence of buried utility lines. 6. Houses and other structures are on roads and streets shoulders.

8.2.2 Urban Areas Asphalt Work Requirements: The relationship between road class and asphalt work requirements is shown in

Tables (8.2.1) and (8.2.2), with the following considerations:

1. Asphaltic concrete of type (A) shall be used in following roads, which require asphalt concrete with high rutting resistance and with maximum possible nominal size aggregates for this type:

• Freeways that are passing cities or in their peripheral with high speeds and

high traffic loads. • Arterial roads with high traffic volumes, which are characterized by frequent

signalized and un-signalized intersections, frequent acceleration, deceleration, stopping, and turning areas.

• Roads in industrial areas and truck traffic parking areas, which are characterized by high axle loads, low speeds, and frequent turnings.

• Collector roads, which are characterized by frequent acceleration, deceleration, and turning areas, with high traffic loads.



Table 8.2.1: Selection of asphalt works according to areas and road class

Road class Base course Wearing course Urban roads and Parking areas

Asphaltic Concrete (Table 8.2.2)

Asphaltic Concrete (Table 8.2.2)

Low volume roads (less than 100 vehicles per day) at remote areas and rural complexes

Cold-mix asphalt (Division 13)

Slurry seal or surface treatments (Division 10)

Table 8.2.2: Selection of asphalt concrete mixes according to road class

Type of mix (Table 8.5.2) Road Class Base course Wearing Course Freeway A/B A

Arterial road A/B A Collector road (*) A/B A/B

Local road (Residential) C C

Industrial area road A A Truck parking area A A

Small vehicle parking area C C (*) Type (B) is used if the traffic volume is less than fifteen hundreds (1,500) vehicles per day,

and truck traffic is less than five (5) percent.

2. Asphaltic concrete of type (B) shall be used in collector roads with low traffic loads.

3. Asphaltic concrete of type (C) that has relatively fine gradation, shall be used in local roads and parking areas with high traffic volume and low traffic loads. Quality requirement for parking areas for cars and trucks presented in Division 4

shall be implemented to provide pavement resistance to oil and fuel spillage. All other quality requirements, presented in Division 4, shall be implemented. When the asphaltic concrete of type (A) is used in acceleration, deceleration, and turning areas, the following additional requirements shall be implemented:

• Site specific conditions such, as temperature, traffic volumes, and aggregate and asphalt types, shall be considered in preparing special mix design.

• Use of coarse open-graded aggregate gradation. • Use of asphalt modifiers to provide high durable wearing and base course

layers. 8.3 Prime Coat:

This Section comprises of the execution of prime coat with the used materials, spraying rates, and maintenance. 8.3.1 Description:

A prime coat consists of applying a coat of cutback or emulsified asphalt material to the surface of an untreated soil or aggregate or other surfaces as shown on



the plans and specified in the Special Specifications. Blotter sand is used to correct areas with excess prime coat materials.

8.3.2 Materials : Asphalt Materials: Unless a different grade is specified in Special Specifications, asphalt materials shall be MC-1/MC-70 or MC-2/MC-250 conforming to the requirements in Table (7.2.2.A,B) for cutback asphalts or SS-1h or CSS-1h and shall conform to Tables (7.2.6) or (7.2.7) for emulsified asphalt, in these General Specifications. Emulsified asphalt may be diluted by similar amount of water to increase the spaying rate and keeping a constant asphalt residue on the surface. Blotter Sand: It shall be natural sand, manufactured sand, or combinations of both that are free from organic matter or clay, having a grading consisting of one hundred (100) percent passing the 4.75 millimeter (No. 4) sieve and not more than five (5) percent passing the 0.150 millimeter (No. 100) sieve. 8.3.3 Application Rates:

Application rates for prime coat shall be within limits shown in Table (8.3.1). Blotter sand shall be used, as needed, to correct the excess prime coat materials that are more than the specified amount in the test sections.

Table 8.3.1: Application rates for prime coat materials

Material Application rate (liters per square meter)

MC1/MC-70- MC-2/MC-250 0.50 - 1.75 SS-1h/CSS-1h 0.20 - 0.50

8.3.4 Equipment:

The Contractor shall furnish and operate sufficient equipment to complete the work within the Contract time in accordance with his program of work as approved by the Engineer. These equipments shall include rotary type power brooms, aggregate spreaders, rollers, asphalt material distributors, and equipment for heating asphalt material.

Asphalt material shall be applied using a truck-mounted distributor capable of

uniformly spraying asphalt material full lane widths. Distributor shall be equipped with controls for application rates and asphalt temperature. 8.3.5 Construction: 8.3.5.1 Surface Preparation:

Immediately prior to application of the prime coat, the surface to receive a prime coat, shall conform to the specified compaction and elevation tolerance and be free of organic and other deleterious material and accepted by the Engineer. When deemed necessary by the Engineer, the soil and aggregate surface shall receive a light application of water to reduce the surface tension and improve penetration of the prime into the surface.



8.3.5.2 Preparation of Asphalt Material: The asphalt material shall be uniform throughout the distributor tank and be

heated to the application temperatures required. Recommended heating temperatures are shown in Table (8.3.2).

Table 8.3.2: Recommended heating temperature for prime coat materials

Material type Temperature (Degrees Celsius) MC-70/MC-1 50 - 80 MC-250/MC-2 75 - 100 SS-1h/ CSS-1h 20 - 70

8.3.5.3 Test Sections and Selection of Application Rates:

The Contractor shall construct two (2) or more test sections for each grade of asphalt material specified for use or used and for every type of material. A test section shall be at least three (3) meters wide by one hundred (100) meters long. Contactor shall establish application rates for prime coat material based on the results from test sections.

On the date scheduled or any day prior to beginning prime coating, the

Contractor shall apply two (2) or more rates of asphalt material to consecutive test sections. When the test sections are completed, the prime coat operation shall be stopped for a minimum of four (4) hours to allow the Engineer to assess the suitability of the rates applied. Test sections receiving insufficient prime coat shall receive an additional application of prime coat; test sections receiving excess prime coat shall be blotted with sand, as required by the Engineer.

8.3.5.4 Application of Asphalt Material:

The following requirements shall be considered at application of asphalt materials and blotter sand:

1. The asphalt material coverage shall be uniform without streaking or uncoated spots. When streaking occurs, as determined by the Engineer, the application of asphalt material shall cease until adjustments are made to the distributor and application procedures, which will result in elimination of streaking. Uncoated spots shall be coated with asphalt using the hand held nozzle.

2. Asphaltic materials shall be reheated, if necessary, to temperatures within those stated in paragraph 8.3.5.2. During all reheating operations the asphalt shall be agitated to prevent localized overheating.

3. The sprayed area shall more than thirty (30) centimeters wider than the layer to be prime-coated or within the curbstone of sidewalks or shoulders.

4. Blotter sand, when required, shall be spread from a truck-mounted hopper equipped with controls to deliver the sand in a uniform application at specified rates to the surface treated with a prime coat. Sand may be spread manually on isolated bleeding spots.

5. Traffic should not be permitted on surfaces, which have been primed until approved by the Engineer. Remaining spots of excess asphalt shall be lightly covered with blotter sand before constructing asphalt layers.



8.3.5.5 Maintenance of Prime Coat : The Contractor shall maintain the prime coat and coated surface until covered

with a subsequent course of material. Additional prime coat material and blotting sand shall be applied as required by the Engineer. Except for small areas, the blotter sand shall be sprayed from a truck-mounted hopper equipped with controls to deliver the sand in a uniform application at specified rates. The prime coat shall be allowed to cure for twenty-four (24) hours to penetrate the primed layer. 8.3.6 Traffic Control:

All traffic control work shall be done in accordance with the “Manual of Traffic Control through Work Zones” issued by the Ministry of Municipality and Rural Affairs in 1421H (2001). Additionally, the Contractor shall implement the following: 1. Assure the safety and convenience of public traffic and protect the residents and

property owners adjacent to the project during prime coat operations. 2. Erect and maintain signs, barricades and other traffic control devices and shall

take effective action to exclude all traffic from the roadway surface for as long as may be required in the judgment of the Engineer.

3. When traffic is restricted to a one-way basis, provide such flagmen and pilot cars as deemed necessary for the protection of traffic and the treated surface.

4. While the construction of an asphaltic prime coat is in progress, the treated surface of the roadway shall not be used by the Contractor or others until the Engineer approves that the treated surface is in a good condition and will not be damaged by traffic.

5. Detoured traffic around the construction in conformance with detailed detour plans including layout, signing, and marking and other traffic control devices shall be approved by the Engineer. Detours shall be properly constructed and maintained throughout the period traffic uses the detour.

6. When it is necessary to provide for traffic crossing the prime coat before the asphaltic material has been applied for forty-eighty (48) hours, the crossing shall be blotted with sand to the extent approved by the Engineer before the crossing is opened to traffic.

7. When traffic is permitted on a blotted prime coated surface, the Contractor shall effectively limit vehicle speeds to thirty (30) kilometers per hour for the first two (2) hours of use.

8. Necessary crossings of a prime coated surface before the asphaltic material has been applied for forty-eighty (48) hours, shall be re-primed just prior to the construction of the subsequent layer to the satisfaction and approval of the Engineer.

9. The excess blotter sand shall be removed from the prime coated surface, and any damage shall be repaired before constructing asphalt layers.

8.3.7 Weather Limitations: Asphaltic material for prime coat shall not be applied to any surface when the air and surface temperature is less than fifteen (15) degrees Celsius or during rain, dust or sand storms. 8.3.8 Measurement:

Asphaltic material for prime coat shall be measured in square meters for the areas sprayed within the limits shown on the plans, specified in the Special Specifications or ordered by the Engineer. Prime coat material placed outside



authorized limits shall not be measured. The blotter sand shall be considered subsidiary and no measurements shall be made for payment purposes.

8.3.9 Payment: Payment will be made for the executed and accepted work according to the measured made. Payment will be made at the contract unit price per each item listed in the Bill of Quantities.

Such prices and payments shall cover and be full compensation for furnishing all materials, equipment, labor, tools, human resources and incidentals necessary for completing prime coat. 8.4 Tack Coat:

This Section comprises of the execution of tack coat with the used materials and equipment, spraying rates, and maintenance.

8.4.1 Description:

A tack coat consists of applying a coat of cutback or emulsified asphalt material to a prepared surface, to an existing asphaltic or Portland cement concrete pavement to be overlaid, to the surface between layers of asphaltic pavement, to bridge decks, and to vertical edges of pavement, curbs and gutters, support side walls, bridge abutments and other surfaces in contact with asphaltic pavement.

8.4.2 Materials :

Asphalt Materials: asphalt materials shall be RC-1/RC-70 conform to the requirements in Table (7.2.2) for cutback asphalts or SS-1h or CSS-1h conform to Tables (7.2.6) or (7.2.7) for emulsified asphalt types, in these General Specifications. Emulsified asphalt may be diluted by similar amount of water to increase the spaying rate and keeping a constant asphalt residue on the surface.

8.4.3 Application Rates: Application rates for tack coat shall be within the limits shown in Table (8.4.1).

Table 8.4.1: Application rates for tack coat materials Material Application rate (liter per square meter)

RC1/RC-70 0.10 - 0.30 SS-1h/CSS-1h 0.20 - 0.50

8.4.4 Equipment:

The Contractor shall furnish and operate sufficient equipment to complete the work within the Contract time in accordance with his Program of Work as approved by the Engineer. This equipment shall include those stated in Item 8.3.4 in the previous Section.

8.4.5 Construction: 8.4.5.1 Surface Preparation:

Immediately prior to application of the tack coat, the surface to receive a tack coat, shall conform to specified requirements and be free of organic and other



deleterious material and accepted by the Engineer. Where tack coat is applied to bridge decks, joints shall be cleaned and filled as specified in the Special Specifications.

8.4.5.2 Preparation of Asphalt Material:

The asphalt material shall be uniform throughout the distributor tank and be heated to the application temperatures required. Recommended heating temperatures are shown in Table (8.4.2).

Table 8.4.2: Recommended heating temperatures for tack coat materials

Material type Temperature (degrees Celsius) RC1/RC-70 50 - 80

SS-1h/ CSS-1h 20 - 70 8.4.5.3 Test Sections and Selection of Application Rates:

The Contractor shall implement the requirements stated in paragraph 8.3.5.3 in the previous Section for tack coat.

8.4.5.4 Application of Asphalt Material: The Contractor shall implement the requirements stated in paragraph 8.3.5.4 in the previous Section for tack coat.

8.4.6 Traffic Control: All traffic control works shall be done in accordance with the “Manual of

Traffic Control through Work Zones” issued by the Ministry of Municipalities and Rural Affairs in 1421H (2001). Additionally, the Contractor shall not allow any traffic operation over the tack coat.

8.4.7 Weather Limitations: Asphaltic material for tack coat shall not be applied to any surface when the air and surface temperature is less than fifteen (15) degrees Celsius or during rain, dust or sand storms.

8.4.8 Measurement: Asphaltic material for tack coat shall be measured in square meters for the areas

sprayed within the limits shown on the plans, specified in the Special Specifications or ordered by the Engineer for documentation purposes not for payment purposes.

Tack coat material placed outside authorized limits shall not be measured. The blotter sand shall be considered subsidiary and no measurements shall be made for payment purposes. 8.4.9 Payment:

Unless otherwise stated in the Special Specifications and listed in the Bill of Quantities, payment will not be made for the tack coat work since it is considered subsidiary to the surface preparation work. 8.5 Asphltic Concrete: 8.5.1 Description:

This Section consists of furnishing and mixing aggregate and asphalt materials in a central mixing plant, hauling, spreading, and compacting the mixture on a prepared



surface, in one or more bases, leveling or wearing courses, all as shown on the plans, specified in these General Specifications, the Special Specifications, and other Contract Documents.

8.5.2 Materials : Asphalt Materials: unless stated in the Special Specifications or Contact Documents, asphalt materials shall be 40/50 or 60/70 penetration grade conforming to Tables (7.2.1), in these General Specifications. Aggregates: unless stated in the Special Specifications or Contact Documents, the aggregate gradation shall be determined as shown in Table (7.3.4) and shall conform to the quality requirement stated in Table (7.3.1) (types 1, 2 and 3) in these General Specifications. Mineral Filler: mineral filler shall conform to the requirement stated in Table (7.3.4) in these General Specifications. Chemical Admixtures and Asphalt Modifiers: The types and amounts of chemical admixtures/asphalt modifiers used shall be limited to those listed in the Special Specifications or proposed by the Contractor and approved by the Ministry. They shall conform to the requirements contained in Item (7.2.4) in these General Specifications. 8.5.3 Asphaltic Concrete Mixes: 8.5.3.1 Job Mix Formula: Unless stated in the Special Specifications or Contract Documents, the asphaltic concrete type shall be as outlined in Table (8.2.2). The Contractor shall submit, in writing, a technical report including the Job Mix Formula (JMF) at least thirty (30) days before the expected date of producing asphaltic concrete mixtures. The report shall include the following: 1. The source or sources, gradations, and properties of the aggregate for each mix to

be furnished. 2. The source or sources and properties of the asphalt materials to be used for each

mix to be furnished. 3. The source or sources and properties of the asphalt modifiers for each mix to be

furnished. 4. Original test data and a written certification signed and stamped by the Contractor,

that the aggregates to be furnished conforms to all of the quality requirements. 5. Original test data of the type and properties of the asphalt cement (virgin and

modified asphalt), with a written certification signed and stamped by the Contractor and the authorized laboratory.

6. Proportions of all components in the asphalt mix. 7. Original test data and a written certification signed and stamped by the Contractor

that asphaltic concrete mix conforms to the specified requirements. 8. The type and location of plant to be used for mixing each mix to be furnished 9. The proposed beginning date for producing asphaltic mixtures. The Contractor shall do the following:



1. Supply the adequate amounts of aggregates, asphalt materials, and modifies to prepare and the mix design checks.

2. Provide full access to the Ministry's Representatives to the materials stockpiling, sampling, testing, production, and construction operations, at all times.

8.5.3.2 Acceptance of Job Mix Formula: The Ministry or its Representative shall review the JMF and all related matters submitted by the Contractor according to the following steps:

1. Assure that the report contains all requirements. If it does not contain all required information, it shall be returned within seven (7) days to the Contractor for further action and resubmission by the Contractor.

2. If the proposed JMF contains all required information but fails to meet all of the requirements specified, it shall not be accepted by the Engineer and will be returned to the Contractor within fourteen (14) days. The Contractor shall prepare and submit to the Engineer a revised JMF conforming to the requirements specified

3. When the revised JMF is accepted, the Engineer shall inform the Contractor about preliminary acceptance of JMF.

4. The first-day work shall be considered as a field test control strip. It shall be assured that mix is constructable in terms of spreading, compaction, and smoothness level.

5. The Contractor shall not alter the methods of manufacturing, screening, mixing, stockpiling of aggregate, or production of asphalt mixtures since this alteration will mandate evaluation of JMF.

6. Changing JMF shall not be permitted without retesting and resubmission of a revised JMF in accordance with all the steps in paragraph 8.5.3.1 and this paragraph.

8.5.3.3 Job Mix Formula Requirements:

Unless the Special Specifications or Contract Documents state otherwise, Table (8.2.2) shall be used as a guide to select the suitable asphaltic concrete mixes according to the road class and parking area type. The combined aggregate gradation shall conform to the gradation and quality requirements in JMF within the tolerances shown in Table (8.5.1) as well as to conform to the quality requirements shown in Table (8.5.2). 8.5.4 Equipment: The Contractor shall furnish and operate sufficient equipment to execute the asphaltic concrete work within the Contract time in accordance with his Program of Work as approved by the Engineer. This equipment shall be, but not limited to, the following:

8.5.4.1 Mixing Plants: Asphaltic concrete mixtures shall be produced in either batch plant, continuous pug mill, or dryer-drum mixing plant. Proportioning of aggregates may be by hot or cold feed control for the first and second types, and cold feed for the drum type, at the option of the Contractor and the approval of the Engineer.

Feeding shall be controlled and the screening sieves shall be arranged in a way suitable to the plant capacity and without changing aggregate gradation at production time.



The dryer drum mixing plant shall be equipped with temperature meters for the produced materials. The meter shall be precise plus or minus five (5) degrees Celsius. All mixing plant shall conform to environmental protection requirements of the region in terms of dust collection and disposal.

Table 8.5.1: Allowable tolerance limits for asphaltic concrete mixes

Allowable tolerances in JMF (percent) Base Course Wearing Course Sieve size

I II I II 19.0 mm (3/4 in.) ± 6 ± 8 ± 5 ± 6 12.5 mm (1/2 in.) - - ± 5 ± 6 9.5 mm (3/8 in.) ± 6 ± 8 - - 4.75 mm (No. 4) ± 6 ± 7 ± 5 ± 6 2.00 mm (No. 10) ± 5 ± 6 ± 4 ± 5 0.425 mm (No. 40) ± 3 ± 4 ± 3 ± 4 0.180 mm (No. 80) - - ± 2 ± 3 0.075 mm (No. 200) ± 1.5 ± 2 ± 1.5 ± 2 Asphalt cement ± 0.40 ± 0.40 ± 0.40 ± 0.40

I. Allowable tolerance limits for JMF and daily testing using one-sample method for evaluation.

II. Allowable tolerance limits for quality assurance procedures testing using statistical method of evaluation.

Table 8.5.2: Asphaltic concrete mix quality requirements (Marshall Method)

Base course Wearing course Property Type

(A) Type (B)

Type (C)

Type (A)

Type (B)

Type (C)

Number of compaction blows 75 75 50 75 75 50 Marshall Stability @ 60°C (kg) minimum (*) 1000* 750* 500* 1000* 750* 500*

Flow (mm) at 60 Degree Celsius 2 - 4 2 - 4 2 - 4 2 - 4 2 - 4 2 - 4 Voids Filled With Mineral Aggregate (%) minimum See Table (8.5.3)

Voids in mix (%) 3 - 5 3 - 5 3 - 5 3 - 5 3 - 5 3 - 5 Asphalt Cement content by weight of mix (%) (**) 3 - 6 3 - 6 3 - 6 4 - 6 4 - 6 4 - 6

Retained Strength Percent, (Minimum) 70 70 70 75 75 75

(*) The stability deviation at construction phase shall not be more than ±20 percent from the values adopted in the JMF.

(**) Actual values shall be determined in the JMF.



Table 8.5.3: Voids filled with mineral aggregate (VMA) for asphaltic concrete mixes

Maximum nominal size in the mix Minimum voids filled with mineral aggregate (%) *

63 mm (2.5 in.) 11 50 mm (2 in.) 11.5

37.5 mm (1.5 in.) 12 25 mm (1 in.) 13

19.0 mm (3/4 in.) 14 12.5 mm (1/2 in.) 15 9.5 mm (3/8 in.) 16 4.75 mm (No. 4) 18 2.36 mm (No. 8) 21 1.18 mm (No. 16) 23.5

(*) VMA shall be calculated based on the effective specific gravity (Gse).

When the use of natural sand or dune sand is allowed, they must be fed to the dryer through a separate funnel, and within the allowable amount in the JMF.

8.5.4.2 Asphalt Paving Machine: All operators of the asphalt concrete paving machine shall be well acquainted to the basic operation of the paver to produce a smooth surface free of distresses. The paving machine shall conform to the following requirements:

1. It shall be self-propelled capable to spread asphaltic concrete mixtures in a uniform manner with the required thickness.

2. The thickness control unit shall be adjustable from fifteen (15) to one hundred and fifty (150) millimeter.

3. It shall contain a screed unit to control the pavement boundaries and its thickness. It shall include a vibratory unit, leveling plate, heating device, and automatic sensors to control feeding and horizontal and transverse slopes.

4. It shall include an infra-red heating device for leveling and sealing joints while spreading.

8.5.4.3 Rollers: The Contractor shall furnish sufficient rollers to execute the asphaltic concrete

compaction, which shall include the following:

1-Pneumatic-Tired Roller: It shall conform to the following requirements: 1. It shall be self-propelled. 2. It shall have two (2) to seven (7) front-tires and four (4) to eight (8) rear-

tires. The tires shall be free to provide vertical vibrations. The front and rear tires shall be staggered to provide complete coverage of the entire area over which the roller travels with minimum overlapping of ten (10) millimeters.

3. The overall weight of the roller shall be between two and seven-tenth to three (2.7-3) tons while empty, and between thirty-two and thirty-five (32-35) tons when filled with aggregate and wet sand.

4. It shall include a scraper to clean the tires from any adherent materials, and a wetting arrangement for wetting the rolls to prevent adherence of the placed material.



2-Steel-Tired Roller: It shall conform to the following requirements: 1. It shall have two (2) or Three (3) self-propelled steel tires with one (1) or

two (2) steering tires. The tire diameter shall be between one hundred fifty to one hundred eighty (150-180) centimeters, and the width shall be between fifty to sixty (50-60) centimeters. The total weight of the roller shall be adjustable within seven and sixteen (7-16) tons using additional masses.

2. It shall include a power mechanism capable of propelling the roller smoothly and without jerking when starting, stopping, or reversing directions.

3. It shall be in a good operational condition and free from any defect in its steering mechanism or its tires and their axles.

4. The steering mechanism shall operate readily and permit the roller to be directed on the alignment desired, without damaging the surface.

5. It shall include a scraper to clean the tires from any adherent materials, and a wetting arrangement for wetting the rolls to prevent adherence of the placed material.

3-Steel Vibratory Roller: It shall conform to the following requirements:

1. It shall be self-propelled. 2. It shall have adjustable vibration capacity suitable to the required thickness and

roller’s speed to provide the required compaction with a leveled undamaged surface shall operate it.

3. It shall have a minimum dead weight of two thousand (2000) kilograms.

4-Hand-Operated Steel Wheel Roller: It shall conform to the following requirements: 1. It shall be mounted on a small platform unit and shall be a smooth surfaced

steel wheel with thirty to sixty (30-60) centimeters in diameter and fifty to seventy (50-70) centimeters in width. It shall have a combination of static weight and dynamic force, with frequency and amplitude of the force being adjustable.

2. It shall have a compaction capability for patches and pavement side to the same level of the pavement body.

5-Vibratory Plate Compactor: It shall have an adequate weight to compact the pavement sides and isolated patches with the same compaction level of the pavement body. 8.5.4.4 Power Broom: Power broom shall be capable to remove the dust and other materials from the pavement surface before spraying asphalt, and to remove the loose aggregate after the compaction process is completed. Power broom shall be in good operational condition before starting the work, and shall be mechanically checked The broom bristles must be long enough to clear the surface thoroughly for the width of the brush. 8.5.4.5 Hand Tools: The Contractor shall furnish all hand tools required for cleaning and heating purposes provided they are thoroughly checked before starting the pavement process.



These tools include: rakes, shovels, hand compactors, leveling and smoothing tools, pavement saw machines, heaters, cleaning tools, hand brooms, small vibratory compactors, liquid asphalt painting, and all other tools that may be needed by the Contractor to complete the work. 8.5.5 Weather Limitations:

Asphaltic concrete pavement shall not be placed on any wet or frozen surface, during dust or sand storms, when wind or other weather conditions prevent the proper handling of the Asphaltic mixtures or when the average surface temperatures are less than specified in Table (8.5.4).

Table 8.5.4: Surface temperature limits for asphaltic concrete paving

Minimum average surface temperature (degree Celsius)Compacted layer

thickness (cm) Wearing course or Base course Leveling course

Less than 3 25 20 3 to 6 20 15

6.1 to 10 Not applicable 10 More than 10 Not applicable 5

8.5.6 Construction:

Construction requirements for the work under this section shall conform to the requirements in the following paragraph: 8.5.6.1 Preparation of Asphaltic Materials:

The mixing and compaction temperatures shall be determined based on asphalt viscosity. The required mixing temperature shall be the one at which the asphalt viscosity is 170 ± 20 centistokes, while the compaction temperature shall be the one at which the asphalt viscosity is 280 ± 30 centistokes.

Asphaltic materials, of penetration grade 60/70, to be used as binder for

asphaltic concrete shall be at a temperature between one hundred and forty-five to one hundred and eighty (145-180) degrees Celsius when introduced into the mixing plant or as necessary to obtain the required viscosity without burning the asphalt or hardening it. Different grades of asphaltic materials shall be stored in separate tanks, transported in separate vehicles, and shall not be mixed without the approval of the Engineer. When asphalt modifiers are used, their use shall comply with the manufacturer's recommendations as to their preparation, blending, and placement. 8.5.6.2 Preparation Aggregates:

Aggregate shall be stored in separate stockpiles a minimum of ten (10) meters apart or separated by walls so that various sizes are not mixed together. Any aggregate, which has been mixed together, shall be removed and replaced with aggregate of specified grading and quality requirements.



Supplemental fine aggregate and mineral and chemical admixtures shall also be stored separately in special tanks, which prevent their mixing or change in their properties or be affected by environmental conditions.

Dust collected in skimmers, expansion chambers, and centrifugal collectors may be returned to the aggregate without being stored separately, provided the dust is returned uniformly at a point in advance of the sampling device in batch-mix and continuous pugmill mixing plants or between the sampling device and the dryer-drum mixer in dryer-drum mixing plants. The combined aggregate gradation at the time asphaltic material is added shall conforms to the requirements specified in Item 8.5.2. Before being fed to the dryer, aggregate shall be separated into sizes and stored in compliance with requirements of the preparation of asphaltic concrete mixture in the following paragraph 8.5.6.3.

The various sizes of aggregate shall be fed from storage in their proper proportions, directly to a dryer or dryer-drum mixer, using mechanical feeders and at a rate to permit correct and uniform temperature control and mixing with asphaltic material. Except for mixtures produced in a dryer-drum mixer, drying shall continue for a sufficient period of time at a sufficiently high temperature so that, at the time of spreading, the moisture content of the mixture shall not exceed one (1) percent. At the time of spreading, mixtures produced in a dryer-drum mixer shall not contain more than three (3) percent moisture. 8.5.6.3 Preparation of Asphaltic Concrete Mixture:

Aggregates and asphaltic material for asphaltic concrete shall be proportioned in accordance with the requirements of the approved JMF and mixed using equipment that will produce a mixture conforming to these General Specifications and the Special Specifications.

When a plant equipped with hot-feed controls is used, aggregate after drying

shall be separated into sizes as follows: 1. Three (3) or more sizes for aggregates used in asphaltic base course or wearing

course of gradation (1) or (2), and each size stored in a separate funnel. 2. Two (2) or more sizes for aggregates used in asphaltic wearing course of

gradation (3), and each size stored in a separate funnel.

Supplemental fine aggregate and mineral admixtures shall each be stored in a separate funnel. Chemical admixtures shall be added to the asphaltic material, at a uniform rate, in the specified amount, through the asphaltic material supply line using an on-line blender. Each size aggregate, supplemental fine aggregate and mineral admixture shall be delivered from storage bins, in their proper proportion, by weight or by volume.

The combined aggregate, including supplemental fine aggregate and mineral

admixtures and asphaltic material content shall conform to the approved JMF grading within the tolerances shown in Table (8.5.1).

The Contractor shall consider the following requirements during production of

asphaltic mixtures:



1. When discharged from the mixing plant, the temperature of the asphaltic concrete shall not exceed one hundred and sixty-five (165) degrees Celsius as an approximate temperature.

2. Each material storage bin shall be equipped with a suitable, safe sampling device which will provide a sample of the material discharged from the storage funnel, when the Contractor elects to use batch-mixing plant.

3. Unless specified in the Special Specifications, aggregate and asphaltic material may be manually or automatically proportioned by weight or by volume in a manner that produces a mixture conforming to the requirements specified in JMF.

4. An automatic plant shall not be operated manually unless the automatic circuits are malfunction to the extent that they cannot be activated by the operation of a switch, circuit breaker, or other routine procedure.

5. When automatic batch mixing is required by the Special Specifications, or when the Contractor selects to use an automatic batching system, the proportioning devices shall be automatic to the extent that the only manual operation involved in proportioning all materials for one batch shall be a single operation of a switch or starter.

6. Asphaltic material shall be introduced into the mixer through a meter capable of varying the rate of delivery of asphaltic material when continuous pugmill mixing or dryer-drum mixing is used.

7. The correct proportions of each aggregate size, supplemental fine aggregate and mineral admixture shall be drawn from storage bins by a continuous mechanical or electrical feeder, which will supply the exact amount of aggregate in proportion to the asphaltic material and be arranged so that each aggregate size can be adjusted separately. Aggregate feeders and the asphaltic material pump shall be interlocked.

8. When cold feed proportioning is used with continuous pugmill or dryer-drum mixing, the asphaltic material feeder, each of the aggregate feeders, the supplemental fine aggregate feeder, the mineral admixture feeder, and the combined aggregate feeder shall be equipped with devices by which the rate of aggregate feed can be determined while the plant is in full operation. The combined aggregate shall be weighed using a belt scale.

9. A method of sampling shall be used that will provide a representative sample for each size of aggregate or the combination of aggregates immediately prior to introduction of asphaltic binder. The plant shall be equipped with devices to permit sampling of aggregates while the plant is in full operation and be such that the plant production rate may be determined.

10. Aggregate, supplemental fine aggregate and mineral admixtures, when used, shall be mixed uniformly and completely and coated, when tested in accordance with the requirements of AASHTO T-195, shall not be less than ninety-five (95) percent.

11. When asphaltic concrete material is stored, it shall be stored in a manner that prevents segregation of the completed mix. Asphaltic mixtures with hardened lumps shall not be used. Any storage method that results in a mixture with hardened lumps in it shall not be used.

12. All asphaltic concrete material placed in storage shall be used before darkness on the day of mixing.



8.5.6.4 Surface Preparation: The following steps shall be followed to properly prepare the surface for the

placements of asphaltic concrete layers: 1. Before placing the asphaltic concrete mixtures, the subgrade, subbase, or

aggregate base layer shall be prepared according to Divisions 5 and 6 in these General Specifications and sprayed by prime coat.

2. When the asphaltic concrete wearing course is to be placed on an asphaltic base course, all loose materials shall be removed from the surface and the surface shall be cleaned by means of approved mechanical sweepers or blowers and/or hand brooms, until it is as free from dirt as is deemed practicable and then sprayed by tack coat. No traffic shall be permitted on the surface after it has been prepared to receive the asphaltic material.

3. The existing pavement, base, or subgrade shall be removed through broken, shattered, or unstable areas as shown on the plans or designated by the Engineer. The areas shall be excavated to a depth directed by the Engineer, and refilled with asphaltic mixture described in these specifications. When the Contract does not provide a patching item, the unit price for the "asphaltic concrete wearing course" mixture, as specified in the Bill of Quantities, shall be used for such Work. The excavation required will not be paid for directly but will be considered subsidiary to the pay items of "asphaltic concrete wearing course" as specified in the Bill of Quantities.

4. When the asphaltic mixture is placed on a prepared Subgrade, aggregate base layer, or previous asphaltic layers, the surfaces of these layers shall receive a prime coat or a tack coat as specified in Sections 8.3 and 8.4.

5. When the asphaltic surface is to be constructed on a previously newly primed base, and where deemed advisable by the Engineer, the above specified tack coat may be eliminated. No mixture will be laid on a tack coat prior to the approval of the Engineer.

8.5.6.5 Hauling Asphaltic Concrete Mixtures:

The asphaltic concrete mixtures shall be transported to project site by strong clean trucks with smooth steel surfaces. The surfaces shall always be clean and free from any oil or dilutes or any materials, which may affect the properties of, asphalt mixtures. When necessary, the surfaces may be sprayed with a thin layer of lubricant to prevent sticking the mixtures with the surfaces. The transported asphaltic concrete materials shall be covered at cold times or when the mixing plant is far away from the project site to minimize the heat loss of the mix. 8.5.6.6 Placement of Asphaltic Concrete Pavement:

Asphaltic materials shall be placed as a base course, leveling course, or surface course according to the thickness, dimension, and slopes of the individual courses shown on the plans. Base course is defined as a layer or layers of asphaltic materials placed on a paved or unpaved surface in preparation for placing a wearing course.

A leveling course is defined as a layer of asphaltic material used to reshape a

roadway cross-section and eliminate sags and irregularities in the longitudinal grade line. Wearing course is defined as a layer to serve as a traffic surface. The maximum and minimum thickness of any layer shall be constructed in accordance with limits



showen in Table (8.5.5). If higher thicknesses are needed, they shall be constructed in equal layers. The maximum limit is determined by multiplying the nominal maximum aggregate size by three (3); the minimum limit is determined by multiplying the nominal maximum aggregate size by two (2). Table 8.5.5: Maximum and minimum thickness limits for asphaltic concrete layers

Asphaltic layer Minimum thickness, cm

Maximum thickness, cm

Asphaltic base course, Gradation (1) 7 10 Asphaltic base course, Gradation (2) 5 7 Asphaltic base course, Gradation (3) 4 6 Asphaltic wearing course, Gradation (1) 3.5 5 Asphaltic wearing course, Gradation (2) 3 4 Asphaltic wearing course, Gradation (3) 2.5 3

The asphaltic materials shall be dumped from the hauling equipment directly

into the self-propelled paving machine or any other specified device. The materials may be dumped in front of the paving machine provided that the paving machine is designed to pickup the dumped materials.

When the asphaltic materials are dumped from hauling equipment directly into

the paving machine, care shall be taken to avoid jarring the paving machine or moving it out of alignment. No vertical load shall be exerted on the paving machine by hauling equipment. Hauling equipment, while dumping into the paving machine, shall be attached firmly to the paving machine.

When asphaltic materials are dumped on the surface to receive the mixture and

loaded to the paving machine, the loading equipment shall be self-supporting and not exert any vertical load on the paving machine. Substantially all of the asphaltic materials shall be picked up and loaded into the paving machine.

Sufficient quantities of asphaltic materials shall be delivered in a continuous

manner, using a self-propelled paving machine conforming to these General Specifications, in a manner that the finished surface is smooth with uniform texture, no segregation is evident, planned and specified thickness is complied with and joints are tight and thoroughly sealed. The paving machine shall be operated at a uniform forward speed consistent with plant production. During paving operation, stopping and starting the paving machine and folding sidewalls of the paver hopper shall be avoided. The condition of the self-propelled paving machine becomes not good, then Engineer, may approve equipment other than self-propelled paving machines for placing base and leveling courses when such other equipment produce the results specified.

All self-propelled paving machines used to spread asphaltic material, shall be

equipped with automatically actuated screed controls and sensors mounted on both sides of the paver. The sensor shall be constructed to operate from a reference line or a multi-footed ski-type arrangement. The automatic screed control system shall operate at all times during spreading of asphaltic materials except under conditions, or at certain



locations where the Engineer deems the automatic controls impractical. Failure of the automatic controls to function properly shall be a cause for suspension of placement of asphaltic materials. The Contractor shall establish all reference lines as may be necessary for the operation of automatic screed controls.

Spreading and compacting asphaltic concrete wearing courses will not be

permitted at night except when specified in the Special Specifications or approved by the Engineer.

8.5.6.7 Joints:

Whenever it is possible, longitudinal and transverse joints shall be held to the minimum practical number.

However, when these joints are used, following requirements shall be fulfilled: 1. Longitudinal joints for each course shall be offset thirty (30) centimeters from

the joint in the immediate underlying course. Transverse joints shall be offset a minimum of sixty (60) centimeters from the joint of the immediate underlying course.

2. Longitudinal joints shall be located within fifteen (15) centimeters of the centerline of the roadway or within fifteen (15) centimeters of the centerline of a lane.

3. The new asphaltic concrete layer shall overlap with the adjacent layers by the maximum of five (5) centimeters or one-half (1/2) the layer thickness.

4. Transverse joints shall be formed by cutting back the first layer placed to the full depth of the layer, removing and wasting the material, spreading new asphaltic material in sufficient quantity to create a compacted thickness equal to the thickness of the first layer. The joint shall be cross-rolled with one coverage and the joint checked with a straight-edge not less than four (4) meters in length. High points shall be removed and sags filled with additional asphaltic material and the joint rolled a second time. The joint shall again be checked with a straight edge, humps and sags adjusted if necessary, and rolled until the joint is complete and compacted as specified.

5. Contact surfaces, where asphaltic concrete mixtures are placed against concrete or curb stone and gutter, bridge abutments, retaining walls, drainage facilities, a cold pavement joint or metal surface, shall be tack coated properly as specified in Section 8.4 in these General Specifications.

8.5.6.8 Compaction of Asphaltic Concrete Pavement:

All courses of asphaltic concrete pavement shall be spread and the initial coverage or breakdown compaction shall be performed when the temperature of the mixture is not less than one hundred forty (140) degrees Celsius, unless the Engineer orders lower temperatures. All rolling shall be completed before the temperature of the mixture drops below ninety (90) degrees Celsius.

Longitudinal joints shall be rolled first, and then rolling shall begin at the lower

edge and proceed towards the highest portion, except when compacting layers that are thicker than nine (9) centimeters. Compaction of layers more than nine (9) centimeters in thickness, shall begin in the middle and proceed alternately towards each edge. When the roller is within sixty (60) centimeters of either edge, it shall proceed by



lapping the uncompacted mixture by not more than thirty (30) centimeters per coverage. Coverage consists of one pass of the roller over any portion of the layer being placed.

Sufficient compaction equipment shall be provided and compaction shall

continue until each lot of asphaltic concrete pavement is compacted to an in-place density within ninety one to ninety-five (91-95) percent of the theoretical maximum density determined from AASHTO T-209 for all layers calculated based on three to five (3-5) percent air voids, and the compaction level of ninety-six (96) percent of Marshall density. At calculation the quality index required for statistical evaluation, this range shall be widened by one (±1) percent in both sides.

The actual density shall be determined from cores, random nuclear gauge

readings, or any other non-destructive testing method. When using the nuclear gauge, the average of three (3) random readings shall be compared with the theoretical maximum density. The compaction level shall be evaluated based on one-sample method for small area works, and using the statistical evaluation method for large projects detailed in Section 17.3 in these General Specifications.

8.5.6.9 Pavement Thickness Measurement:

The thickness of each course of asphaltic concrete pavement, complete as placed and compacted, shall be measured from cores obtained from random locations. The layer thickness shall not deviate from the specified thickness in the plans, Special Specifications, or Contract documents by more than three (3) millimeters. The thickness of each core shall be determined, using a set of calipers, in accordance with ASTM D-3549.

8.5.6.10 Wearing Course Smoothness: Smoothness: The completed asphaltic wearing course shall be compacted as specified, smooth and free from ruts, humps, depressions, or irregularities. Any ridges, indentations, roller checking, or other objectionable marks left in the surface, as determined by the Engineer, shall be eliminated by whatever means are necessary and approved by the Engineer. The use of any equipment that leaves ridges, indentations or other objectionable marks shall be discontinued. In main roads and freeways, or between intersections that allow the test speed, the surface roughness shall be measured by devices or methods approved by the Ministry. In short paved sections in local streets, the straight edge shall be used for smoothness checking Straight-Edge Method Roughness: a straight edge of four (4) meters in length is laid on the finished surface of the asphaltic wearing course parallel with or transverse to the centerline, in such a manner that both ends are in contact with the surface, the surface shall have no depressions which vary more than three (4) millimeters from the lower edge of the straight edge. Equipment Method Roughness Measurement: surface smoothness is measured on each lane under the wheel track using the roughness measuring device specified in the Special Specifications. The measurement shall be made at the suitable speed to the used device. The measurement shall be done for every one hundred (100) linear meters. When the one-sample evaluation method is used, the average roughness value shall not exceed one hundred and sixty (160) centimeters/kilometer according to the International



Roughness Index (IRI), unless otherwise stated in the Special Specifications. When the statistical method for evaluation is used, the maximum acceptable limit of roughness shall be two hundreds (200) measured by any approved device by the Ministry according to IRI. The one hundred (100) meter of the intersection approaches and turning lanes shall be excluded from the roughness measurements. Bridges and culverts with construction joints shall be also excluded. 8.5.6.11 Wearing Course Skid Resistance:

In high-speed roads (higher than 60 kilometer per hour), the asphaltic wearing course shall conform to the minimum requirement of skid resistance when tested by the special equipment. Unless otherwise stated in the Special Specifications, the minimum acceptable limit of skid resistance according to the International Friction Index (IFI) of the surface layer shall be thirty five (35) measured by any equipment approved by the Ministry and calculated using the ASTM E-1960. The skid measurements shall be made for each lane at the specified speed of the measuring device. When the surface does not provide the minimum limit, it shall be corrected by applying a friction course layer according to Section 11.2 in these General Specifications. The Contractor will not be paid any compensation for this corrective work.

8.5.7 Traffic Control:

The Contractor shall take effective action to prevent all traffic from using the asphaltic concrete pavement until such time as the Engineer has given approval for traffic to use the pavement.

All traffic control work shall be done in accordance with the “Manual of Traffic

Control through Work Zones” issued by the Ministry of Municipalities and Rural Affairs in 1421H (2001). When the roadway being paved is open to traffic, the following additional requirements shall apply:

1. The Contractor shall keep road intersections and ramps open at all times except when a ramp is being paved or the paving operations cross the road intersection or ramp. During such time, the road intersection or ramp shall be closed for the minimum possible time period. In hot weather, the Engineer may require the Contractor to apply water to the compacted pavement to accelerate lowering the pavement temperature and opening to traffic.

2. Before closing a ramp or access to the roadway, warning signs shall be placed and the detour or alternate route signs displayed.

3. During paving operations, temporary lane stripes shall be maintained throughout the length of project open to traffic. Temporary striping shall consist of ten (10) centimeters by thirty (30) centimeters strips of pressure sensitive tape applied to the roadway surface at eight (8) meter intervals. The temporary stripes shall be placed at the end of each day's paving operation, maintained and replaced until permanent lane marking is completed.

4. When necessary to maintain one-way traffic, the Contractor shall furnish and operate a pilot car, deploy flagmen and position all signs, markings, barricades and other traffic control devices as needed to protect traffic during construction operations.



8.5.8 Work Acceptance: The Contractor shall apply quality control procedures for all asphaltic concrete

works to ensure that the materials used and the executed work conform to these General Specifications and other Contract’s Documents.

The Ministry shall assure the quality of production by checking that the

Contractor is performing the quality control procedures in correct manners as per specifications. The Ministry may have a direct supervision on the quality control system or by applying quality assurance procedures in an independent unbiased way, on adequate number of samples to judge the execution level and decide whether to accept or reject the work. Division 17 in these General Specifications shall be used for this purpose, unless stated otherwise in the Special Specifications or Contract’s Documents. 8.5.8.1 Quality Control:

The Contractor shall perform all required tests and measurements, and shall collect, document, and draw the critical diagrams to ensure that the raw materials at source, materials while work execution, asphaltic concrete produced, and the executed work are within acceptable limits. The test may be performed at The Contractor’s laboratory or at an independent laboratory, approved by the Ministry. The Contractor shall submit copies of all test results to the Engineer. Table (8.5.6) shows the tests that the Contractor shall perform on raw materials and mixes, the frequency of these tests, and the allowance limits. The Contractor shall apply all requirements detailed in Item 17.1.1 in these General Specifications.

8.5.8.2 Quality Assurance :

The Ministry reserves the right, at any time, to assure the quality of materials and executed work by performing or ordering the Contractor to perform, under its direct supervision, some or all quality control tests that are shown previous Subitem. The Ministry has also the right to inspect all Contractors' quality control test records and compare them with its quality assurance test done according to Division 17 in these General Specifications.

Ministry may inspect Contractor's laboratory, devices, technical staff, and

testing methods to assure the full adequacy and capability of the Contractor to execute the work according to standard approved methods.

8.5.9 Measurements:

The quantity of each lot and course of asphaltic concrete pavement shall be measured by the cubic meter, as placed and compacted to the required density, within the lines and grades, and thickness shown on the plans or directed by the Engineer. No measurement will be made for extra thickness or areas of pavement placed outside authorized limits.

Prime coat, when placed, shall be measured as specified in Section 8.3 in this Division.

Asphalt cement and modified asphalt cement shall be considered subsidiary to

the construction of each lot of asphaltic concrete pavement unless specifically stated in the Special Specifications and listed in the Bill of Quantities. When they are listed separately they shall be measured in liters.



Tack coat shall not be measured for payment purposes. Mineral fillers, chemical admixtures and asphalt modifiers used by the Contractor to meet the Job Mix Formula (JMF) requirements will be considered subsidiary to the construction of the asphaltic concrete layers and will not be measured separately unless specifically stated in the Special Specifications and listed in the Bill of Quantities. When they are listed separately they shall be measured in liters, kilograms, or tons as specified in the Special Specifications and as listed in the Bill of Quantities.

Table 8.5.6: Quality control requirements for asphaltic concrete mixes

Work Properties Test Method Sample location Sampling frequency Requirements

Asphaltic material

Quality requirements (Table 7.2.1)

Certification of compliance at start of supply or source change Table 7.2.1

Raw materials

Aggregates

Quality requirements (Tables 7.3.1

and 7.3.4)

Source Three (3) tests on different samples from each source at source approval or JMF,

change source. Minimum of five (5) tests on samples taken at different times every five-thousand (5000) cubic meter for each

source at production

Table 7.3.1 and Table

7.3.4

Aggregate gradation (dry

mix) AASHTO T-27 One (1) sample every week or when the

source or mix properties change Table 7.3.4

Specific gravity, kg/m3,

(Gsb) AASHTO T-19 One (1) sample every week or when the

mix properties change Table 7.3.1

Los Angeles Abrasion AASHTO T-96 One (1) sample every month or when the

mix properties change Table 7.3.1

Sand equivalent for passing Sieve No. 4

AASHTO T-176 One (1) sample every week or when the mix properties change Table 7.3.1

Soundness, Sodium or

Magnesium Sulfate

AASHTO T-104 One (1) sample every month or when the mix properties changed Table 7.3.1

Material at use

Fracture faces for retained on

Sieve No. 8 (two faces)

ASTM D-5821

Source of

project site

One (1) sample every month or when the source is changed Table 7.3.1

Aggregate gradation AASHTO T-27

One (1) sample every five hundred (500) cubic meter or a day work, whichever is

minimum for each layer Table 8.5.1

Asphalt content AASHTO T-164/T-308

One (1) sample every five hundred (500) cubic meter or a working day, whichever is

minimum for each layer Table 8.5.1

Asphalt Mix

Marshall Test AASHTO T-209/245/269

Project site or mixing plant

One (1) test every working day for each asphaltic concrete mixing plant Table 8.5.2

Compaction ASTM D-2726 Minimum one (1) test every one thousand (1000) square meters from each layer

paragraph 8.5.6.8

Thickness ASTM D-3549 Minimum one (1) test every one thousand (1000) square meters from each layer

paragraph 8.5.6.9

Skid resistance for wearing

course

Approved device Skid resistance test for each working day paragraph

8.5.6.11

Road

Surface smoothness

Approved device

Project site

Straight edge or a device for each working day

paragraph 8.5.6.10

Finishing

Level, dimensions, slopes, and smoothness

Contract documents

Project site

Transverse segments every twenty-five (25) meters or five segments every one thousand (1000) meters, whichever the

maximum

Contract documents



8.5.10 Payment: Payment shall be made at the contract unit price, or adjusted contract unit price,

per cubic meter measured as described above for each grading and class of asphaltic concrete base, leveling and wearing courses listed in the Bill of Quantities. The above prices and payment shall cover and be full compensation for furnishing labor, materials, equipment, tools and incidentals necessary for completing all work involved in construction of asphaltic concrete pavement. Payment will be made according to Table (8.5.7).

Table 8.5.7: Asphaltic concrete pay items

No. Pay Item Pay units 8.3.1 Prime coat Square meter 8.4.1 Tack coat (if measured separately) Square meter 8.5.1 Asphaltic concrete base course type _____ gradation_____ Cubic meter

8.5.2 Asphaltic concrete wearing course type _____ gradation_____ Cubic meter

8.5.3 Asphalt cement (if measured separately) Kilogram

8.3.4 Chemical admixtures and asphalt modifiers (if measured separately) Kilogram

8.5.5 Mineral fillers (if measured separately) Kilogram

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