B08_Att_2_Div_40_Asphalt_Spec_Repair_Visitor_Center_Walkway_VAMA.pdf

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STANDARD CONSTRUCTION SPECIFICATIONS

FOR ASPHALT SURFACING

DIVISION 40

INDEX

SECTION 40.01 GENERAL

Article 1.1 Scope of Work Article 1.2 Applicable Standards Article 1.3 Subsurface Investigation Article 1.4 Materials and Inspection Article 1.5 Stripping Test for Aggregates Article 1.6 Payment - General

SECTION 40.02 SEAL COAT

Article 2.1 Description Article 2.2 Asphalt Article 2.3 Cover Aggregate Article 2.4 Equipment Article 2.5 Construction Article 2.6 Measurement Article 2.7 Basis of Payment

SECTION 40.03 PRIME COAT

Article 3.1 Description Article 3.2 Materials Article 3.3 Construction Article 3.4 Application of Bituminous Material Article 3.5 Application of Blotter Material Article 3.6 Measurement Article 3.7 Basis of Payment

SECTION 40.04 TACK COAT

Article 4.1 Description Article 4.2 Material Article 4.3 Equipment Article 4.4 Construction Article 4.5 Measurement Article 4.6 Basis of Payment

SECTION 40.05 CRACK AND JOINT SEALANT

Article 5.1 General Article 5.2 Materials Article 5.3 Construction Article 5.4 Measurement Article 5.5 Basis of Payment ii

SECTION 40.06 ASPHALT CONCRETE PAVEMENT

Article 6.1 Description Article 6.2 Material and Testing Article 6.3 Composition of Mixes Article 6.4 Equipment Article 6.5 Construction Article 6.6 Density and Surface Requirements Article 6.7 Measurement Article 6.8 Basis of Payment

SECTION 40.07 STONE MASTIC ASPHALT CONCRETE PAVEMENT

Article 7.1 General Article 7.2 Material and Testing Article 7.3 Composition of Mixes Article 7.4 Equipment Article 7.5 Construction Article 7.6 Density and Surface Requirements Article 7.7 Measurement Article 7.8 Basis of Payment

SECTION 40.08 RECYCLED ASPHALT PAVING (RAP)

Article 8.1 General Article 8.2 Material Article 8.3 Construction Article 8.4 Measurement Article 8.5 Basis of Payment

SECTION 40.09 BITUMINOUS SURFACE TREATMENT

Article 9.1 Description Article 9.2 Asphalt Article 9.3 Aggregates Article 9.4 Equipment Article 9.5 Construction Article 9.6 Measurement Article 9.7 Basis of Payment

SECTION 40.10 PAVEMENT ROTOMILLING

Article 10.1 General Article 10.2 Construction Article 10.3 Measurement Article 10.4 Basis of Payment

SECTION 40.11 REMOVE AND REPLACE ASPHALT SURFACING

Article 11.1 Description Article 11.2 Materials Article 11.3 Construction Article 11.4 Measurement Article 11.5 Basis of Payment

Standard Construction Specifications

Division 40 – Asphalt Surfacing Revised 11/08

STANDARD CONSTRUCTION SPECIFICATIONS

FOR ASPHALT SURFACING

DIVISION 40

SECTION 40.01 GENERAL

Article 1.1 Scope of Work

The Work covered by these Specifications consists of providing all plant, labor, equipment supplies, material, transportation, handling, and storage, and performing all operations necessary to complete the construction of hot mix asphalt concrete pavement consisting of one or more courses on a previously prepared base, seal coat of asphalt cement and cover aggregate, and bituminous surface treatment in single or multiple courses.

Article 1.2 Applicable Standards

The latest revision of the following standards: American Society for Testing and Materials (ASTM), American Association of State Highway and Transportation Officials (AASHTO), and State of Alaska Department of Transportation and Public Facilities, Alaska Test Methods and Standard Practices (ATM) are hereby made a part of these Specifications.

Additionally, the Western Alliance for Quality Transportation Construction (WAQTC) Test Methods and Procedures are hereby incorporated into these Specifications. The test designations listed below are those that are currently specified for use in this Division.

ADOT&PF Alaska Test Method 312

Nordic Abrasion

ASTM C-29 Test for Unit Weight of Aggregate ASTM C-88 Test for Soundness of Aggregates by Use of Sodium Sulfate or

Magnesium Sulfate ASTM C-117 Test for Materials Finer than No. 200 Sieve in Mineral Aggregates ASTM C-127 Test for Specific Gravity and Absorption of Coarse Aggregate ASTM C-128 Test for Specific Gravity and Absorption of Fine Aggregate ASTM C-131 Test for Resistance to Abrasion of Small Size Coarse Aggregate by

Use of Los Angeles Abrasion Machine Test for Sieve or Screen Analysis of Fine and Coarse Aggregate

ASTM C-183 Sampling Hydraulic Cement ASTM D-75 Sampling Stone, Slag, Gravel, Sand and Stone Block for Use as

Highway Materials ASTM D-140 Sampling Bituminous Materials ASTM D-242 Specification for Mineral Filler for Bituminous Paving Mixtures ASTM D-4125 Standard Test Method for Asphalt Content of Bituminous Mixtures by

Division 40 – Asphalt Surfacing Revised 11/08

Nuclear Method ASTM D-4791 Flat and Elongated Particles ASTM D-5821 Percent Fracture AASHTO M-29 Fine Aggregate for Bituminous Paving Mix AASHTO M-43 Standard Size of Coarse Aggregate for Highway Construction AASHTO M-156 Requirements for Mixing Plants for Hot-Mixed, Hot-Laid Bituminous

Paving Mixtures.

AASHTO M-208 Specification for Cationic Emulsified Asphalt AASHTO M-226 Viscosity Graded Asphalt Cement - Table Three (3) AASHTO M-320 Standard Specifications for Performance-Graded Asphalt Binder AASHTO T-30 Test for Mechanical Analysis of Extracted Aggregate AASHTO T-43 Test for Specific Gravity of Bituminous Materials AASHTO T-85 Specific Gravity and Absorption of Coarse Aggregate AASHTO T-180-D Test for Moisture-Density Relations of Soils AASHTO T-102 Spot Test of Asphaltic Materials AASHTO T-164 Test for Quantitative Extraction of Bitumen* AASHTO T-195 Test for Coated Particles for Bituminous Mixtures AASHTO T-168 Sampling Bituminous Paving Mixtures AASHTO T-304 Uncompacted Void Content of Fine Aggregate (Fine Aggregate

Angularity) AASHTO T-308 Determining the Asphalt Content of Hot Mix Asphalt (HMA) by

Ignition Method AASHTO T-209 Theoretical Maximum Specific Gravity and Density of Bituminous

Paving Mixtures AASHTO T-166 Bulk Specific Gravity of Compacted Bituminous Mixtures Using

Saturated Surface Dry Specimens AASHTO T-275 Bulk Specific Gravity of Compacted Bituminous Mixtures Using

Paraffin-Coated Specimens

* In lieu of the specified methods, the Engineer may permit the use of a nuclear asphalt gauge.

The following standards of The Asphalt Institute are also a part of these Specifications:

Construction Specifications for Asphalt Concrete, by The Asphalt Institute.

Mix Design Methods for Asphalt Concrete, by The Asphalt Institute.

Division 40 – Asphalt Surfacing Revised 11/08

The number of blows of the Compaction hammer used in the Marshall Mix Design will be fifty (50) blows per side of specimen.

Article 1.3 Subsurface Investigation

Information pertaining to subsurface exploration, boring, test pit locations, and other preliminary investigation may appear in the Contract Documents, or be available at selected locations for review by the Bidder. While such data will have been collected with reasonable care, there is not expressed or implied guarantee that conditions so indicated are exact or entirely representative of those actually existing. The Bidder shall make his or her own interpretation of results of such investigations and satisfy himself as to the conditions to be encountered.

Article 1.4 Materials and Inspection

Representative samples of all materials proposed for use under these Specifications shall be submitted to the Engineer for testing. The Contractor shall submit these materials at his own expense. Material shall not be used until it has been approved by the Engineer.

For verification of weights and measures, character of materials, and determination of temperatures used in the preparation of the paving mixes, the Engineer or his authorized representative shall at all times have access to all portions of the paving plant, aggregate plant, storage yards, and other facilities for producing and processing the material construction.

Article 1.5 Stripping Test for Aggregates

The use and proportions of antistrip agents shall be determined by ATM T-14 and be included in job mix design. At least seventy percent (70%) of the aggregate shall remain coated when tested in accordance with ATM T-14.

Article 1.6 Payment - General

Payment for all Work included in this Division shall be paid for in accordance with Division 10, Section 10.07 - Measurement and Payment, and shall include full payment for all Work described.

Division 40 – Asphalt Surfacing Revised 11/08

SECTION 40.02 SEAL COAT

Article 2.1 Description

The Work under this Section consists of the performance of all Work required for the construction of a seal coat of asphalt cement and cover aggregate on RAP, strip-paved, and gravel surfaces.

Article 2.2 Asphalt

The Contractor shall submit a certified analysis of the proposed asphalt from the refinery laboratory to the Engineer for review and approval. A copy of the certified analysis shall accompany each shipment of asphalt to the Project. The Engineer shall reserve the right to make check tests of the asphalt received on the Project site, and if the asphalt is not in accordance with the certified analysis, he may reject the material.

The asphalt required by these Specifications shall conform to the requirements of The Asphalt Institute for the type and grade shown below:

Asphalt for Seal Coating CRS-2 or CRS-2P

Article 2.3 Cover Aggregate

A. General

Cover aggregate shall consist of crushed gravel and shall be sound, durable, free of adherent coatings of clay, dirt or any other objectionable matter, and shall have a percentage of wear not to exceed forty (40) after five hundred (500) revolutions, as determined by ASTM C-131. Fractured Face Count shall conform to Section 40.06, Article 6.2 - Material and Testing. The cover aggregate shall have the following gradation:

Sieve Size Percentage Passing Sieve

1/2" 100 3/8” 90-100 #4 10-30 #8 0-8

#200 0-1

B. Stripping Test for Aggregates

Cover aggregate shall show no detrimental amount of stripping when tested as described in Section 40.01, Article 1.5 - Stripping Tests for Aggregates.

Division 40 – Asphalt Surfacing Revised 11/08

Regardless of the test results, a "non-stripping" additive shall be added to the asphalt in the amount of one-half percent (0.5%) by weight of the asphalt. Such additive material shall be of quality and grade acceptable to the Engineer.

Article 2.4 Equipment

A. General

All equipment used on this Work shall be of sufficient size and in such mechanical condition as to meet the requirements and to produce the Work to the specified quality.

B. Pressure Distributor

The bitumen distributor shall be pneumatic-tired, self-propelled, and shall have a capacity of not less than eight hundred (800) gallons. It shall be equipped with an independently-operated bitumen pump, tachometer, pressure gauges, volume metering devices, a thermometer for reading the tank temperature, and a hose attachment suitable for applying the bituminous material to spots unavoidably missed by the distributor. The independently-operated bitumen pump shall be equipped with a tachometer calibrated in revolutions per minute. The distributor shall also be equipped to agitate and circulate the bituminous material during the heating process. Spray bars shall be the circulating type with extensions, available for distributing width from eight to twenty-one feet (8’ to 21’) by one foot (1’) increments.

The nozzle shall give uniform distribution and the shutoff shall be quick and positive to prevent dripping. The distributor shall be designed and equipped to distribute the bituminous material uniformly at consistent surface speeds, at uniform temperatures with various surface widths, at known and maintained rates of five hundredth (0.05) to two (2.0) gallons per square yard within a tolerance of five (5) percent, and through pressure ranges from twenty-five (25) to seventy-five (75) pounds per square inch. Air pressure type equipment may be used only upon written approval from the Engineer.

C. Cover Aggregate Spreader

The spreader shall be self-propelled and capable of spreading the cover material uniformly for widths of eight to sixteen feet (8’ to 16’) in one foot (1’) increments, and adjustable to spread uniform layers of ten (10) to thirty (30) pounds per square yard. Revolving plate type chip spreaders will not be approved.

D. Rollers

Rollers shall be self-propelled, pneumatic-tired, weighing not less than five (5) tons and not more than eight (8) tons. Rolling shall follow closely on spreading of aggregate.

Division 40 – Asphalt Surfacing Revised 11/08

E. Hauling Equipment

The cover aggregate shall be transported from the plant to the site in trucks having tight, clean and smooth beds.

F. Miscellaneous Equipment

A power broom and all necessary hand tools thermometers, etc. shall be provided by the Contractor.

Article 2.5 Construction

A. Surface Preparation

The existing surface shall be swept clean of all dust, dirt, and other loose material with hand brooms or through the use of approved mechanical sweepers. Where existing dust and dirt cannot be satisfactorily removed by brooming, it may be necessary to flush the asphalt surface with water. If flushing is necessary, the Contractor shall furnish the necessary equipment for flushing.

B. Weather Limitations

Bituminous material shall not be placed during rainy or threatening weather, or when the moisture on the surface to be treated would prevent satisfactory bond, or when the air temperature is less than fifty degrees (50º) Fahrenheit, except by approval of the Engineer.

C. Heating and Application of Bituminous Material

The bituminous material shall be heated in such a manner as to insure even heating of the entire mass with an efficient and positive control at all times. It shall be applied at a temperature between one hundred thirty (130) and one hundred eighty degrees (180º) Fahrenheit. Necessary thermometers shall be supplied so that the temperature may be observed at all times.

The bituminous material for the surface coat shall be uniformly applied by means of a pressure distributor at the ratio of four-tenths (0.40) to fifty-five hundredths (0.55) gallons per square yard with forty-five hundredths (0.45) gallons per square yard desired. The quantity of material as measured by the volume measuring device of the distributor shall not vary from the true quantity, as herein specified, by more than five percent (5%). A strip of building paper or other suitable covering shall be used at the beginning and/or end of the spread to provide a positive cutoff at the desired limits.

Existing improvements such as curb and gutter, steps and buildings shall be protected to prevent contact with bituminous material.

Division 40 – Asphalt Surfacing Revised 11/08

D. Preparation and Application of Cover Aggregate

Cover material shall be sufficiently dried when it comes in contact with bituminous material that a satisfactory bond or coating is obtained. The moisture content shall not exceed two percent (2%) by weight.

Immediately following the application of the bituminous material, the aggregate cover material shall be uniformly spread over the surface with an approved mechanical spreader at a rate of twenty-two (22) to thirty (30) pounds per square yard. The cover material shall be applied continuously and without delay until the asphalt application is covered.

Whenever possible, successive strips shall be applied before the previous strip has cooled. Cover material shall not be spread on the six inches (6”) adjacent to an unprotected edge until the next strip of bituminous material has been applied.

Rolling shall immediately follow the application of the cover material. The roller shall be pneumatic-tired and of such a weight that it does not crush the cover material.

Rolling shall continue only long enough to "set" the cover material in the bituminous material. Under no circumstances will the rolling continue until the cover material is crushed or pulverized. If the cover material is distributed or thrown off the surface by traffic, it shall be broomed back into place. Areas with a deficiency or excess of cover material shall be corrected.

E. Maintenance of Surface

After application of the cover material, the surface shall be maintained by the Contractor for two to five (2-5) days, depending on the weather. During this period the Contractor shall, at least once daily, redistribute the cover material that has become displaced by traffic, by means of brooms, a drag or other method satisfactory to the Engineer. When all possible material has been imbedded in the bituminous material to the satisfaction of the Engineer, the Contractor shall sweep the pavement surface of all excess material and remove it to the storage yard as designated, unless otherwise directed by the Engineer.

Article 2.6 Measurement

Bituminous material and cover aggregate shall be measured by weight in tons (2,000 lbs).

Legible weight tickets shall be submitted to the Engineer for all bituminous material and cover aggregate delivered to the Project site for use in the Work. All weight tickets shall contain, at a minimum, the following information:

1. Weight ticket serial number;

2. Vehicle identification number;

3. The date and time the load was weighed;

Division 40 – Asphalt Surfacing Revised 11/08

4. The tare weight of the vehicle;

5. The gross weight of the loaded vehicle, as registered on the scale; and

6. The legal gross weight of the vehicle, as permitted by Anchorage Municipal

Code Sections 9.46.090 or 9.46.100.

The Owner shall not pay for that portion of any load in excess of the legal gross weight for the vehicle.

Article 2.7 Basis of Payment

Payment for this Work shall be in accordance with Division 10, Section 10.07 - Measurement and Payment, and shall include full payment for all Work described in this Section.

Payment shall be made under the following units:

ITEM UNIT

Asphalt for Seal Coat Ton

Cover Aggregate Ton

Division 40 – Asphalt Surfacing Revised 11/08

SECTION 40.03 PRIME COAT

Article 3.1 Description

This Work under this Section consists of the performance of all Work required for preparing and treating the base course with bituminous material, and blotter material, in conformity with the required lines.

Article 3.2 Materials

The prime coat shall be MC-30 or approved equal. The aggregate for blotter material shall conform to the gradation requirements of AASHTO M-43, Size No. 10. The aggregate shall be free from organic or other deleterious material.

Article 3.3 Construction

Weather Limitations: Bituminous material shall not be applied on a wet or frozen surface, or when the air temperature is below forty-five degrees (45º) Fahrenheit, or when weather conditions would prevent the proper construction of the prime coat.

Article 3.4 Application of Bituminous Material

The distributor shall be so designed, equipped, maintained and operated that bituminous material at even heat may be applied uniformly on variable widths of surface up to fifteen feet (15’) at readily determined and controlled rates from five hundredths (0.05) to two (2.0) gallons per square yard, with uniform pressure and with an allowable variation from any specified rate not to exceed two hundredths (0.02) gallon per square yard. Distributor equipment shall include a tachometer, pressure gauges, accurate volume measuring devices or a calibrated tank, and a thermometer for measuring temperatures of tank contents. Distributors shall be equipped with a power unit for the pump, and full circulation spray bars adjustable laterally and vertically.

Traveling or stationary mixing plants, or other equipment of proven performance, may be used by the Contractor in lieu of the specified equipment if approved.

Bituminous material shall be applied to the width of the section to be primed by means of a pressure distributor in a uniform, continuous spread. When traffic is maintained, not more than half (1/2) of the width of the section shall be treated in one application. Care shall be taken that the application of bituminous material deficiencies shall be corrected. Building paper shall be placed over the end of the previous applications and the joining application shall start on the building paper. Building paper used shall be removed and satisfactorily disposed of.

When traffic is maintained, one-way traffic shall be permitted on the untreated portion of the roadbed. As soon as the bituminous material has been absorbed by the surface and will not pick up, traffic shall be transferred to the treated portion and the remaining width of the section shall be primed.

Division 40 – Asphalt Surfacing Revised 11/08

The quantities, rate of application, temperatures and areas to be treated shall be approved before application of the prime coat.

Article 3.5 Application of Blotter Material

If, after the application of the prime coat, the bituminous material fails to penetrate within the time specified and the roadway must be used by traffic, blotter material shall be spread in the amounts required to absorb any excess bituminous material. Blotter material will be used only at the direction of the Engineer.

Article 3.6 Measurement

Bituminous material will be measured by the ton and blotter material will be considered incidental to the asphalt used as prime coat.

Article 3.7 Basis of Payment

Payment for this Work shall be in accordance with Division 10, Section 10.07 - Measurement and Payment, and shall include full payment for all Work described in this Section.

Payment shall be made under the following units:

ITEM UNIT

Asphalt Prime Coat Ton

Division 40 – Asphalt Surfacing Revised 11/08

SECTION 40.04 TACK COAT

Article 4.1 Description

The Work under this Section shall consist of performing all Work required for the application of bituminous material to an existing asphalt base or bituminous binder to provide bond for a superimposed asphalt wearing surface.

Article 4.2 Material

The Contractor shall submit a certified analysis from the refinery laboratory to the Engineer for review and approval. A copy of the certified analysis shall accompany each shipment of the asphalt received on the Project site, and if the asphalt is not in accordance with the certified analysis, he may reject the material. The asphalt required by these Specifications shall conform to the latest Asphalt Institute Specifications for the type and grade shown below:

Asphalt for Tack Coat STE-1 {Snap-Tack} or equal

Article 4.3 Equipment

A. General

All equipment used on this Work shall be of sufficient size and in such mechanical condition as to meet the requirements and to produce the Work to the specified quality.

B. Pressure Distributor

The bitumen distributor shall have pneumatic tires of such width and number that the load produced on the binder course shall not exceed six hundred fifty (650) pounds per inch of tire width, and shall be so designed, equipped, maintained and operated that bituminous material at even heat may be applied uniformly on variable widths of surface at readily determined and controlled rates per square yards, with a pressure range of from twenty-five (25) to seventy- five (75) pounds per square inch, and with an allowable variation from the specified rate not to exceed five percent (5%). Distributor equipment shall include a tachometer, pressure gauges, volume measuring devices, and a thermometer for reading temperatures of tank contents.

Contractor shall be required to lay a test strip of not less than fifteen feet (15’) in length to demonstrate that the equipment is working. Location of the test strip will be on-site, as approved by the Engineer. Street closures required for testing of equipment will be the responsibility of the Contractor prior to testing.

Notification of testing will be made to the Engineer not less than 24 hours prior to making the test strip to allow the inspector and materials analysis personnel to be

Division 40 – Asphalt Surfacing Revised 11/08 present. Engineer may require reasonable adjustments to the distribution rate to meet the required or desired cured thickness.

All equipment shall meet federal and State of Alaska safety standards. The Engineer and Contractor will inspect equipment jointly. Contractor shall immediately repair or replace defective or non-working pumps, gauges, or spray bar parts.

Contractor shall re-test test strips that fail due to equipment failure or inexperienced personnel operating the equipment will be re-tested. Engineer may require additional tests that he feels is needed to verify that the equipment meets the requirements of these specifications and the Contractor has qualified personnel and supervision to complete this Work.

Supplying the application of tack coat test strips is incidental to the bid item “Tack Coat” and no separate payment shall be made.

C. Miscellaneous Equipment

A power broom equipped with blower and all necessary hand tools, thermometers, etc., shall be provided by the Contractor.

Article 4.4 Construction

A. Surface Preparations

Immediately before applying the tack coat, if the surface is sufficiently bonded, the full width of surface to be treated shall be swept with a power broom equipped with a blower, supplemented by hand brooms, washed down with water, or otherwise cleaned to remove all loose dirt, clay, or other loose and objectionable material.

After the operation of removing dust has been completed and prior to the application of the tack coat, the Engineer shall make an inspection of the existing pavement to determine its fitness to receive the bituminous material.

B. Weather Limitations

Tack coat shall not be applied during cold weather, after sunset, or to a wet surface. The tack coat shall be applied only when the temperature of the atmosphere is above sixty degrees (60º) Fahrenheit.

C. Heating and Application of Bituminous Material

The application of the bituminous tack material shall be made by means of a pressure distributor of approved type, and shall be in the following amounts.

Contractor shall distribute undiluted amounts of bituminous material (STE-1 {Snap- Tack} or equal) so that the mixture will cure back to 0.05 to 0.10 gallons per square yard. The quality of material as measured by the volume measuring device of the distributor shall not vary from the true quantity, as herein specified, by more than

Division 40 – Asphalt Surfacing Revised 11/08 five percent (5%). The bituminous material shall be applied at a temperature between seventy-five and one hundred thirty degrees (75º and 130º) Fahrenheit.

Necessary thermometers shall be supplied so that the temperature may be observed at all times.

Existing improvements such as keyboxes, manholes, cleanouts, monuments, curb and gutter, steps, and buildings shall be protected to prevent contact with bituminous material to the satisfaction of the Engineer. The surface shall be allowed to dry until it is a proper condition of tackiness to receive the AC surface course placement as is necessary to obtain this proper condition of tackiness. Until the wearing surface course is placed, the Contractor shall protect the tack coat from damage.

Article 4.5 Measurement

Bituminous material will be measured by weight in tons (2000 lbs).

Article 4.6 Basis of Payment

Payment for this Work shall be in accordance with Division 10, Section 10.07 - Measurement and Payment, and shall include full payment for all Work described in this Section.

Payment shall be made under the following units:

Asphalt Tack Coat Ton

Division 40 – Asphalt Surfacing Revised 11/08

SECTION 40.05 CRACK AND JOINT SEALANT

Article 5.1 General

The Work under this Section shall consist of the performance of all plant, labor and supervision, equipment, and material for performing all operations required for the preparation and application of a hot bituminous emulsion and three-eighths inch (3/8”) chip applied as a crack and joint sealant. The Work under this Section shall be performed after the asphalt pavement has been rotomilled or as directed by the Engineer.

Article 5.2 Materials

Asphalt materials shall be approved by the Engineer prior to use (a certified analysis by the refinery laboratory with each shipment of asphalt to the project may be acceptable).

The Engineer shall reserve the right to make check tests of the asphalt received on the job and if the certified analysis proves to be unsatisfactory individual check tests will be required.

The asphalt required by these specifications shall conform to the requirements of the Asphalt Institute for the type and grade shown below:

Asphalt for Bituminous Emulsion Crack Sealant STE-1{Snap-Tack} or approved equal

The aggregate shall consist of crushed gravel (three-eighths inch (3/8”) minus and sand) evenly mixed and shall be sound, durable, and free of adherent coatings of clay, dirt, or any other objectionable matter. Not less than sixty percent (60%) by weight of crushed gravel shall consist of pieces having two or more faces being freshly fractured.

The aggregate shall have the following gradation:

Sieve Designation

Percentage By Weight Passing

3/8” 100 #4 85-100 #8 0-25

#200 0-2

All aggregate equipment shall meet federal and State of Alaska safety standards and shall be sufficient in size and mechanical condition to meet the requirements and to produce the Work. The equipment will be inspected jointly by the Municipality and the Contractor and shall be approved by the Engineer before any Work is started. Any units found defective shall be immediately repaired or replaced before starting Work on this project. The Contractor shall notify the Engineer twenty-four (24) hours in advance for equipment inspection.

Division 40 – Asphalt Surfacing Revised 11/08

The bitumen distributor shall have pneumatic-tires and be self-propelled and shall have a capacity of not less than 400 gallons. It shall be equipped to agitate and circulate the bituminous material during heating, with an independently-operated bitumen pump, tachometer, pressure gauges, volume metering devices, tank thermometer, and a hand held pressurized spray bar with a single nozzle equipped with a quick and positive shut-off to prevent dripping or over-spraying.

Rollers shall be self-propelled, have pneumatic-tires, and weigh not less than five tons or more than eight tons.

The Contractor shall provide a power broom and all necessary hand tools, thermometers, etc., at no additional cost to the Municipality.

Article 5.3 Construction

Crack and joint sealant shall be applied to cracks or joints that have dimensions between three-eighths inch (3/8”) and three-quarter inch (3/4”) in width as directed by the Engineer.

The sealant shall be applied in conformance with the manufacturer’s instructions and to full depth of the crack. Cracks less than three-eighths inch (3/8”) in width will be filled with sealant (STE-1).

The cracks shall be cleaned and all loose material shall be blown out to the full depth of the crack. The interior of the crack shall be completely dried and existing asphalt surfaces shall be exposed to enable bonding of the sealant.

All cracks shall have a minimum depth of one inch (1”). If the crack does not have a minimum depth of one inch (1”), the crack shall be deepened to a minimum of one inch (1”) through the use of a router or similar device approved by the Engineer. The area covered with the emulsion/aggregate treatment shall be a minimum of six inches (6”) on either side of the crack.

Crack and joint sealant shall be prepared and applied in conformance with the manufacturer’s instructions. All extruded sealant shall be removed and feathered to transition to the existing pavement surface.

Crack sealant shall not be applied during cold weather, after sunset, or when the surface and crack are wet. The crack sealant shall be applied only when the temperature of the atmosphere is above sixty degrees (60º) Fahrenheit.

The application of the bituminous material shall be made by means of a pressure distributor of approved type. Undiluted amounts of bituminous material (STE-1) shall be distributed at the rate two-tenths to thirty-five hundredths (0.20 to 0.35) gallons per square yard. The quality of material as measured by the volume-measuring device shall not vary from the true quantity, as herein specified, by more than five percent (5%). The bituminous material shall be applied at a temperature between one hundred and twenty-five and one hundred and eighty-five degrees (125º and 185º) Fahrenheit.

Division 40 – Asphalt Surfacing Revised 11/08

The hot bituminous emulsion shall be applied with a hand held spray bar, with a nozzle pressure range from twenty (20) pounds per square inch (psi) to forty-five (45) pounds per square inch (psi), to distribute the bituminous material uniformly to the full depth of the crack without filling it.

Aggregate distribution shall follow the emulsion applications closely as possible. It shall be placed prior to the emulsion breaking to ensure the greatest adherence.

The loose aggregate shall be removed and all crack repairs shall be broomed and cleaned before the asphalt overlay is installed.

For wide cracks or other openings in the existing asphalt surface, which in the opinion of the Engineer are too large for crack sealing, the Engineer shall direct the Contractor to remove and replace pavement in accordance with Section 40.11 - Remove and Replace Existing Asphalt Surfacing or place an A.C. wedge course in accordance with Section

40.06 - Asphalt Concrete Pavement.

The crack and joint sealant must be in place a minimum of twenty-four (24) hours and approved by the Engineer prior to an application of the tack coat or overlay will be allowed.

Article 5.4 Measurement

The application of crack and joint sealant shall be measured per linear foot of sealant applied as directed. Application of aggregate shall be incidental to bid item “Crack and Joint Sealant” and no separate payment shall be made.

Article 5.5 Basis of Payment

Payment for this Work shall be in accordance with Division 10, Section 10.07 - Measurement and Payment, and shall include full payment for all Work described in this Section.

Payment shall be made under the following unit:

Crack and Joint Sealant Linear Foot

Division 40 – Asphalt Surfacing Revised 11/08

SECTION 40.06 ASPHALT CONCRETE PAVEMENT

Article 6.1 Description

The Work under this Section consists of the performance of all Work required for the construction of asphalt concrete pavement on a prepared base.

Article 6.2 Material and Testing

A. Asphalt:

The Contractor shall submit a certified analysis of the asphalt from the refinery laboratory to the Engineer for review and approval. A copy of the certified analysis shall accompany each shipment of asphalt to the asphalt mixing plant. The Engineer may make check acceptance tests of the asphalt binder, and, if the asphalt binder is not in accordance with the certified analysis, it shall be rejected.

1) For Class A asphalt concrete, the asphalt cement or binder required by this specification shall conform to the following AASHTO designations.

Meets AASHTO M-320 and the following:

Performance Grade of Asphalt binder PG 64-28 Softening Point, minimum (AASHTO T-53) 125˚ F Toughness, minimum (ASTM D-5801) 110 in-lbs Tenacity, minimum (ASTM D-5801) 75 in-lbs

2) For other classes of asphalt concrete, the asphalt cement or binder required by these Specifications shall conform to the requirements of AASHTO M- 320 and Certified Performance Grade Asphalt Binder PG 52-28.

B. Aggregates

1) Class A asphalt concrete

Coarse aggregate is all mineral retained on the No. 4 sieve.

The aggregate retained on the No. 4 sieve shall contain at least ninety percent (90%) by weight of particles having a minimum of two mechanically fractured surfaces.

Coarse Aggregate: Particles retained on the No. 4 sieve. Remove all natural fines passing the No. 4 sieve before crushing coarse aggregates for the asphalt concrete grading. The grain-size distribution for the asphalt concrete shall consist entirely of aggregate produced from an aggregate crushing process. Crush only aggregate that is free from clay conglomerates, vegetative matter or other deleterious material. Crush only

Division 40 – Asphalt Surfacing Revised 11/08 aggregate which consists of sound, tough, durable rock of uniform quality and is not coated with silt or clay. Aggregates shall meet the following requirements;

Property Test Method Requirement Percent Sodium Sulfate Loss ASTM C-88 9% maximum (5 cycles) Percent Fracture ASTM D-5821 90% minimum (Two Surfaces) Flat & Elongated Particles ASTM D-4791 3 to 1 ----- 15% max.

5 to 1 ----- 5% max.

Nordic Abrasion ADOT&PF

Alaska Test Method 312 12% maximum

Absorption AASHTO T-85 2% maximum

Fine Aggregate: Particles passing the No. 4 sieve. Remove all natural fines retained on the No. 4 sieve before crushing fine aggregate for the asphalt concrete grading. Crush only aggregate that is free from clay conglomerates, vegetative matter or other deleterious material and that consists of sound, tough, durable rock of uniform quality not coated with silt or clay.

The grain-size distribution for the asphalt concrete shall consist entirely of aggregate produced from an aggregate crushing process and be non-plastic as determined in accordance with AASHTO T-90 (Determining the Plastic Limit and Plasticity Index of Soils). Meet the quality requirements of AASHTO M-29, including S1.1, Sulfate Soundness and the following:

Property Test Method Requirement

Uncompacted Void Content of Fine Aggregate (Fine Aggregate Angularity)

AASHTO T-304 45% minimum

2) Class D and E asphalt concrete

Coarse aggregate for Class D and E asphalt concrete is all mineral retained on the No. 4 sieve. The aggregate retained on a No. 4 sieve shall contain at least eighty percent (80%) by weight of crushed pieces having two or more mechanically fractured surfaces.

Division 40 – Asphalt Surfacing Revised 11/08

All coarse aggregate shall be free from coatings of clay, silt, or other objectionable matter and shall not contain clay balls or other aggregation of fine material. Coarse aggregate shall be tested for soundness in accordance with the requirements of ASTM C-88, or will have proven sound through adequate record of service.

When aggregate grading is such that the material will tend to segregate in stockpile or handling, it shall be supplied in 2 or more sizes. Each size of aggregate required to produce the combined graduation specified shall be placed in individual stockpile at the plant site and separated by bulkheads or other means. When it is necessary to blend 2 or more aggregate sizes, the blending shall be done through separate bins at the cold elevator feeders, and not in the stockpile.

Fine aggregate is composed of all mineral matter passing the No. 4 sieve. It shall consist of natural and/or manufactured material derived by crushing gravel.

The aggregate particles shall be clean, tough, durable, moderately sharp, and free from coating of clay, silt, or other objectionable matter and shall not contain clay balls or other aggregations of fine material. Fine aggregate shall be tested for soundness in accordance with the requirements of ASTM C-88, or shall have a satisfactory soundness record. When tested for soundness, the number of cycles shall be five (5), the solution shall be sodium sulphate; the maximum loss shall be nine percent (9%) by weight.

Fine aggregates shall be maintained in individual stockpiles, suitably separated to prevent intermingling.

C. Mineral Filler

Mineral Filler shall conform to the requirements of ASTM D-242.

Article 6.3 Composition of Mixes

A. General Requirements

Paving mixtures prepared under these Specifications shall be composed of aggregate and paving asphalt within the limits set forth in the following table:

Asphalt paving mixtures prepared under these Specifications shall be composed of aggregate and asphalt cement within the limits set forth in the following table:

Division 40 – Asphalt Surfacing Revised 11/08

Percentages by Weight Passing Sieves

Wearing Course

Sieve Size Class A Class D Class E 1” ----- ----- ----- 3/4" 100 ----- 100 1/2" 68 – 82 100 78 – 96 3/8” 52 – 64 75 – 92 66 – 86 #4 36 – 46 50 – 68 46 – 66 #8 26 – 36 32 – 50 34 –52 #16 16 – 28 20 – 38 24 – 42 #30 10 – 20 14 – 30 16 – 32 #50 6 – 16 10 – 24 10 – 24 #100 4 – 12 7 – 16 7 – 16 #200 3 – 8 3 – 9 3 – 9

Asphalt Cement * 5.0 – 7.0 5.0 – 7.0 5.0 – 7.0 *By weight of total mix

Target values for the gradation of the Job Mix Design shall be within the Broad Band Limits depicted in the table above.

B. Additive Materials

A "non-stripping" additive shall be added to the asphalt in the amount determined by ATM T-14 or one-fourth percent (0.25%) by weight of the asphalt, if approved by the Engineer. Such additive material shall be of quality and grade acceptable to the Engineer.

C. Job Mix

The Contractor, at his expense, shall submit to the Engineer for approval, a job mix formula within the limits specified above, for each class of mix designated by the Contract. Within each mix design the Contractor shall provide correction factor ignition points generated in accordance with AASHTO T-308. The aggregate gradation of the job-mix formula, when plotted upon an aggregate grading chart, shall closely approximate the shape of average gradations for the limits specified.

For that portion of the aggregate passing No. 4 sieve, gradings which range from at or near the maximum of one (1) sieve to at or near the minimum of the next sieve will not be permitted. The Engineer may require increased asphalt content up to

Division 40 – Asphalt Surfacing Revised 11/08 one-half percent (0.5%) above that indicated by Marshall Design Criteria. Upon requiring increased asphalt content, the lower limit of percent voids and the upper limit of percent voids filled shall be waived.

D. Maximum Permissible Variations

Tolerances to the approved Job Mix Formula shall not exceed the permissible variations presented in the following table. The Job Mix Formula band shall mean the approved Job Mix Formula plus-or-minus (±) the numeric values for the maximum permissible variations.

Maximum Permissible Variation

(Percent by Weight of Total Aggregate) Sieve Size Class A Asphalt Class D & E Asphalt

3/8” and Larger ± 6.0 ± 5.0 #4 ± 5.0 ± 5.0 #8 ± 5.0 ± 4.0

#s 16, 30 & 50 ± 4.0 ± 4.0 #100 ± 3.0 ± 3.0 #200 ± 2.0 ± 2.0

Asphalt ± 0.4 ± 0.4

When these permissible variations are applied to the “Class A Asphalt Concrete” Job Mix formula, the broad band limits in Subsection A, above, may be exceeded only as follows:

1. The three-quarter inch (3/4”) and No. 200 sieves shall not exceed the broad band limits in SubArticle 6.3.A - General Requirements;

2. All other sieves may exceed the broad band limits in SubArticle 6.3.A - General Requirements for the respective sieve sizes in the above table provided that the Job Mix Formula band is not exceeded.

When these permissible variations are applied to the “Class D or Class E Asphalt Concrete” Job Mix formulas, the individual sieve shall not exceed the Broad Band limits in SubArticle 6.3.A – General Requirements, above.

Maximum temperature shall not vary more than twenty-five degrees (25º) Fahrenheit from the approved Job Mix Formula design.

Division 40 – Asphalt Surfacing Revised 11/08

E. Test Methods

The job-mix shall be determined according to the Marshall Method, as set forth in The Asphalt Institute Manual.

Upon compaction and testing of the job-mix specimens, the mixture shall conform to the aforementioned specifications within the following limits:

Class A Asphalt

Class D & E Asphalt

Stability (Marshall) Pounds Minimum 1200 1200 Flow (Marshall) Maximum 8 to 16 8 to 16 Percent Voids 2.5 to 4.5 3 to 5 Percent Voids Filled with Asphalt 70 to 80 75 to 85

Article 6.4 Equipment

A. General

All equipment furnished by the Contractor shall be maintained in a sound mechanical condition. Equipment shall be serviced and lubricated away from the paving site; units that drip fuel, oil and/or grease shall be removed from the Project until such leakage is corrected to the satisfaction of the Engineer.

B. Asphalt Mixing Plant

All plants, used by the Contractor, shall be designed, coordinated and operated to produce a mix uniformly within the job- mix tolerances as listed herein and in accordance with AASHTO M-156. The plant may be either a weightbatch type or a volumetric proportioning, continuous/drum mixing type, provided the equipment has demonstrated that it is suitable for producing finished mixtures complying with the job-mix formula specified herein.

The plant shall be equipped with the necessary equipment for storing, handling, drying, heating and mixing the aggregate and asphalt. Satisfactory means shall be provided for aggregate and asphalt control as to quantity and temperature.

Adequate safety measures shall be provided on stairs, gears, pulley, chains, sprockets, and all other dangerous moving parts.

Contractor shall calibrate the asphalt plant not more than thirty (30) days in advance of production and furnish copies of the data to the Engineer at least one day prior to asphalt concrete production. Aggregate and asphalt cement sampling locations meetings OSHA safety requirements shall be provided. Proportioning (batch) scales shall not be used for weighing material for payment. Weight scales used in conjunction with a storage silo may be used to weight the final product for payment, provided the scales are certified by the State of Alaska. The asphalt plant shall maintain a current Air Quality Permit issued by the State of Alaska.

Division 40 – Asphalt Surfacing Revised 11/08

C. Pavers

Asphalt pavers shall be self-propelled units provided with a heated vibratory screed.

Grade and cross slope shall be controlled through the use of automatic grade and slope control devices. The paver screed control system shall be automatically actuated by the use of an erected string-line or a mobile string-line (ski) at least thirty feet (30’) in length on the high side of the paver. Grade control shall be used on either (a) both the high and low sides, or (b) grade control on the high side and slope control on the low side.

The Contractor may request a waiver for the screed control system (string-line or ski) if he or she believes the paving grade poses an unreasonable obstacle in the form of extreme horizontal or vertical curves or unusual cul-de-sac and/or street configuration.

For trails, pavers shall be capable of placing the required thickness in one lift with a minimum paving width of five feet (5’), truck-towed spreader-type equipment will be permitted, providing the width and depth requirement can be met.

The paver shall be equipped with a receiving hopper having sufficient capacity for a uniform spreading operation. The hopper shall be equipped with a distribution system to place the asphalt concrete mixture uniformly in front of the screed without segregation and/or tearing.

The term “screed” includes any strike-off device operated by cutting, crowding, or other action which is effective on mixes at workable temperatures, without tearing, shoving, or gouging, and which produces a finished surface of an even and uniform texture. The screed shall be adjustable as to level and section and shall have provisions for vibration and heat.

The screed assembly shall produce a finished surface of the required smoothness, thickness, and texture without tearing, shoving, displacing or segregating the asphalt concrete mixture. Screed extensions used for paving a constant width shall be heated and vibrated. Auger extensions shall be within one and one-half feet (1.5’) of the screed extension on both sides.

The paver shall be capable of placing courses in thicknesses of from one-half inch (1/2”) to at least three inches (3”), and, in width, be adjustable in increments of six inches (6”) and one foot (1’).

The use of a pick-up machine to transfer the asphalt concrete mixture from a windrow to the paver hopper will be permitted, provided the pick-up machine is capable of collection of the windrowed material without damage to the underlying course. The Engineer will not allow the continued use of the pick-up machine if segregation, excessive temperature loss, or any detrimental effects are observed.

Paver shall be equipped with a means of preventing the segregation of the coarse aggregate particles from the remainder of the bituminous concrete mixture while

Division 40 – Asphalt Surfacing Revised 11/08 being carried from the paver hopper over the slat-conveyor to the auger chamber.

The mechanism to accomplish this must be approved in writing by the paver manufacturer and may consist of chain curtains, deflector plates, or other devices and may be any combination of these.

The following specific requirements apply to the following identified bituminous pavers:

1. Blaw-Knox bituminous paver shall be equipped with the Blaw-Knox Materials Management Kit (MMK).

2. Cedarapids bituminous paver must have been manufactured in 1989 or later.

3. Caterpillar bituminous pavers shall be equipped with the following deflector plate models: 6630, 6631, or 6640.

Contractor shall provide a Certificate of Compliance that verifies the required mechanism has been installed to prevent bituminous paver segregation.

The Engineer shall approve all mechanisms proposed by Contractor for preventing paver segregation of coarse aggregate prior to the bituminous paver’s use on the project.

D. Rollers

Rollers shall be self-propelled, reversible, and equipped to maintain clean and straight contact surfaces. Heat shall be maintained on pneumatic tires by skirting or other approved devices.

The number, weight, and type of rollers furnished shall be sufficient to obtain the required density and surface requirements while the mix is in a workable condition.

One pneumatic and a minimum of one vibratory roller shall be furnished and operated in a workmanlike manner by the Contractor. There shall be at least one operator for each roller.

Pneumatic Tired Rollers:

Pneumatic tired roller shall ride on not less than seven uniformly sized and uniformly inflated smooth tires mounted on wheel rims of twenty inch (20”) minimum diameter. The rear group of tires shall align behind and cover the spaces between the forward group of tires.