SECT-37_ROADWAY_CONSTRUCTION_STANDARDS.doc

SECTION 37 - ROADWAY CONSTRUCTION STANDARDS

Item No.

Title

37.1

SUBGRADE SPECIFICATIONS

37.1.1

Description

37.1.2

Requirements

37.1.3

Stabilization

37.1.4

Construction

37.1.5

Testing

37.2

SOIL CEMENT STANDARDS

37.2.1

Description

37.2.2

Batch Plant Mix Design and Testing

37.2.3

Testing

37.2.4

Materials

37.2.5

Equipment

37.2.6

Construction Methods

37.2.7

Opening to Traffic

37.2.8

Maintenance

37.2.9

Inspection

37.3

PRIME (BITUMINOUS) AND TACK COATS FOR BASE COURSES

37.3.1

Scope of Work

37.3.2

Materials

37.3.3

Equipment

37.3.4

Cleaning the Base

37.3.5

Weather Limitations

37.3.6

Application of Prime Coat

37.3.7

Application of Tack Coat

37.4

ASPHALTIC CONCRETE SURFACE COURSE

37.4.1

Scope of Work

37.4.2

Asphaltic Concrete Mixes

37.4.3

Mechanical Spreading and Screeding Equipment

37.4.4

Construction Methods

37.4.5

Finished Surface Requirements

37.4.6

Tests

37.4.7

Milling Existing Asphalt Pavement

37.1

SUBGRADE SPECIFICATIONS

37.1.1

DESCRIPTION

Subgrade shall be defined as that portion of the roadbed immediately below the base course or pavement, including below the curb and gutter, the limits of which will ordinarily include those portions of the roadbed shown in the plans. The limits of the subgrade shall be considered to extend outward to 12 inches beyond the base. On roadways where curbs are utilized, the subgrade shall extend to 12 inches beyond the back of curb.

37.1.2

REQUIREMENTS

1.)

UNDER LIMEROCK BASE: Florida Bearing Value of fifty (50) and ninety-eight per cent (98%) of maximum compaction as determined by AASHTO T-180 test method.

2.)

UNDER SOIL CEMENT BASE: Florida Bearing Value of fifty (50) and ninety-eight per cent (98%) of maximum compaction as determined by AASHTO T-180 test method.

3.)

UNDER LIMEROCK OR SOIL-CEMENT BASE: LBR 40 and 98% of maximum compaction as determined by AASHTO T-180 test method (per F.D.O.T. Standard Specifications for Road and Bridge Construction, latest edition, Section A160).

37.1.3

STABILIZATION

The stabilizing material, if any is required, shall be high bearing value soil, sand-clay, limerock, shell, or other material approved by the PROJECT ENGINEER and shall meet the physical requirements of F.D.O.T. Standard Specifications Section 914-2 or 914-3 as required.

37.1.4

CONSTRUCTION

The surface of the subgrade shall conform to the lines and grades as defined on the construction plans to a tolerance of 0.05 feet.

37.1.5

TESTING

Tests for the subgrade bearing capacity, thickness and compaction shall be spaced at a maximum of 250 feet apart and shall be staggered to the left, right, and on the centerline of the roadway. The PROJECT ENGINEER may direct additional tests when in his opinion conditions warrant additional testing to assure compliance with specifications. All tests shall be the responsibility of the City.

37.2

SOIL CEMENT STANDARDS

(MINIMUM STANDARDS TO BE F.D.O.T. STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION, SECTION A270, LATEST EDITION.

37.2.1

DESCRIPTION

Soil cement shall consist of soil and Portland Cement uniformly mixed, moistened, compacted, finished and cured in accordance with these specifications, and shall conform to the lines, grades, thickness and typical crossection shown on the plan. Mix-in-place will not be acceptable. Batch plant ONLY!

37.2.2

BATCH PLANT MIX DESIGN AND TESTING

The supplier shall submit a mix design, prepared by an independent Geotechnical Engineer, to the PROJECT ENGINEER for approval prior to use of the material for road construction. Also, the supplier shall continuously monitor at the plant and the batching and mixing of the material and submit to the PROJECT ENGINEER, as requested, reports prepared by the Geotechnical Engineer, of the gradation, cement content and moisture content. The Geotechnical Engineer shall monitor the installation and conduct applicable tests and inspections as outlined in Paragraph 37.2.9.

37.2.3

TESTING

1.)

Processing of the base shall not be started until the soil-cement design mix, which has been prepared by a registered Geotechnical Engineer, for the particular soil has been submitted to and approved by the City of St. Cloud. A modified PCA Short Cut Procedure for sandy soil test method may be used in lieu of the wet-dry/freeze-thaw test method. However, a minimum 7 day laboratory compressive strength of 300 psi shall be used to determine the cement content when using the modified PCA test method; taken at the plant. Field strength testing shall be done also per F.D.O.T. Specifications for Road and Bridge Construction, Section A270-5.4, latest edition.

2.)

Construction of the soil cement base shall not proceed without 24 hour notice to the City and the Geotechnical Engineer with the Geotechnical Engineer being present during construction. The following is the minimum information/test data required to be obtained during construction:

a.)

Area & date of construction b.)

Uniformity of mix c.)

Moisture content at time of compaction d.)

Per cent compaction e.)

Compacted thickness (multiple checks) f.)

7 day compressive strength tests shall be required (both lab and in field)

In addition to the above data, the Geotechnical Engineer, the PROJECT ENGINEER and CONTRACTOR shall perform a detailed engineering inspection of the hardened soil-cement base prior to approval for paving to assure that the soil cement base has set up satisfactorily and that no soft areas or surface scabs exist which may need repair. All deficiencies shall be corrected and approved by the City prior to paving.

The Geotechnical Engineer shall prepare and submit to the City a signed and sealed report documenting all field tests and observations.

37.2.4

MATERIALS

1.)

Portland Cement: Portland Cement shall be Type I or Type I-P and shall comply with the Standard Specifications for Portland Cement ASTM C-145. Cement, which is partially set, lumpy or caked, shall not be used. One cubic foot of Portland Cement shall be considered to weigh 94 pounds.

2.)

Water: Water shall be clean and free from substance deleterious to the hardening of the soil cement.

3.)

Soil: Only soils, which have proven themselves to produce a high quality soil cement base, shall be acceptable. New sources of soil cement material shall be approved by the PROJECT ENGINEER prior to use.

37.2.5

EQUIPMENT

Soil cement may be constructed with any machine, combination of machines or equipment that will produce the results meeting the requirements for soil pulverization, cement application, mixing, uniform depth control, water application, incorporation of materials, compaction, finishing and curing, as required by these specifications.

37.2.6

CONSTRUCTION METHODS

1.)

Responsibility: The contractor is responsible for completing the project in accordance with plans and specifications and with experienced, competent supervision.

2.)

Preparation: Before construction operations are begun, the area to be paved shall be graded and shaped as required to construct the soil cement base in conformance with the grades, lines, thickness and typical crossection shown on the plans. Additional soil needed, if any, shall be placed as directed. Unsuitable soil or material shall be removed and replaced with acceptable soil.

3.)

Field Construction: The base material will be hauled to the project site from the batch plant and immediately placed on top of the prepared subgrade. At any time that trucks or other construction equipment cause rutting or displacement of the subgrade material, the subgrade shall be reshaped and compacted.

The material shall be graded to conform to the lines and grades of the finished pavement section as shown on the project drawings and shall be placed in a sufficient thickness to assure the minimum required compacted thickness. The material shall be placed in a single uniformly thick layer and compacted to a density not less than 97% (AASHTO T-134). Not more than four (4) hours shall elapse from the time of batching to final compaction and the material shall not remain undisturbed for more than two (2) hours. The surface of the base materials may require the addition of water during the final rolling and shaping operation to prevent excessive surface moisture losses prior to sealing, or prime coating and sanding the base.

4.)

Compaction: Prior to beginning of compaction, the mixture shall be in a loose condition for its full depth. The loose mixture shall then be uniformly compacted until the entire depth of the mixture is compacted to at least 97% of the maximum density prescribed in AASHTO T-134 as determined in the field on representative samples of soil cement mixture obtained from the roadway at the time compaction begins. During the compaction operations, shaping may be required to obtain the required grade and crossection. Density requirements per F.D.O.T. Standard Specifications for Road and Bridge Construction, Section 270-5.1, latest edition.

5.)

Finishing: After the mixture has been initially compacted, the surface of the soil cement shall be shaped to the required lines, grades and crossection. During the shaping operations, the surface shall be lightly scarified to loosen any imprints left by the compacting or shaping equipment, when deemed necessary. The resulting surface shall then be compacted to the specified density with a pneumatic tire roller. Rolling shall be supplemented by broom-dragging, if required.

The moisture content of the surface material must be maintained at not less than its specified optimum moisture content during finishing operations. Surface compaction and finishing shall be done in such a manner as to produce a smooth, dense surface, free of surface compaction planes, cracks, ridges or loose material. Surface-finishing methods may be varied, provided a smooth, dense surface, free of surface compaction planes, is produced. The moisture and density requirements shall be determined by the methods prescribed in AASHTO T-134.

6.)

Surface Requirements (scalping or hard-planing): After compaction and finishing have been completed, and not later than the beginning of the next calendar day after the construction of any section of the base, the surface shall be tested with a template cut to the required crown and/or with a 15 foot straight-edge laid parallel to the centerline, and all irregularities greater than 1/4 inch shall be immediately corrected with a blade adjusted to the lightest cut, which will insure a surface that does not contain depressions greater than 1/4 inch under the template or the straight-edge. The material removed shall be wasted. Additional wetting during and after this final shaping operation will be required to keep the base continuously moist.

7.)

Prime/Curing: After the soil cement has been finished as specified herein, it shall be protected against drying for seven (7) days by the application of bituminous coating. The curing material shall be applied as soon as possible after the completion of finishing operations. The finished soil cement shall be kept continuously wet until the curing material is placed.

8.)

Construction Joints: Prior to the beginning of each day's construction, a straight transverse construction joint shall be formed by cutting back into the completed work to form a true vertical face.

9.)

Thickness: During various stages of construction, test holes or trenches shall be dug in the mixture to determine the thickness. After the base is completed, test holes shall be dug or drilled at intervals of not more than 250 feet, or at closer intervals, if necessary, and the thickness of the base shall be determined from measurements made in these test holes.

Where the base is deficient in thickness by more than ½ inch, the area of deficient base shall be removed and replaced by base of the required thickness, at the CONTRACTOR'S expense, except that, at the PROJECT ENGINEER'S option, such deficient thickness base may be left in place provided the deficiency is not more than one inch. This deficiency may be made up in asphaltic concrete and the grade control can be met.

37.2.7

OPENING TO TRAFFIC

Prior to opening any section of completed base to traffic, the bituminous coat shall be sanded to prevent pick-up of the bituminous coat. The CONTRACTOR will not be permitted to drive heavy equipment over the completed sections, but light weight pneumatic-tired equipment may be permitted after the surface has hardened sufficiently to prevent the equipment marking the surface and provided the protection and curing specified are not impaired. Completed section may be opened to light traffic after 24 hours protection, provided the surface has hardened sufficiently to prevent marking by traffic.

37.2.8

MAINTENANCE

The contractor shall maintain the base to a true and satisfactory surface until the wearing surface is constructed. Should any repairs or patching be necessary, they shall extend to the full depth of the base and shall be made in a manner that will assure restoration of a uniform base course conforming to the requirements of these specifications. The bituminous curing coating shall be maintained until the wearing surface is constructed per F.D.O.T. Standard Specifications for Road and Bridge Construction, Section 270-4.9, latest edition.

37.2.9

INSPECTION

1.)

After a minimum of seven (7) days have elapsed and prior to applying the asphalt wearing surface, an inspection of the base shall be performed by the OWNER'S REPRESENTATIVE, GEOTECHNICAL ENGINEER, and CONTRACTOR. All deficiencies shall be corrected and approved by the OWNER'S REPRESENTATIVE prior to commencing paving operations.

2.)

Test boring shall be made at intervals of not more than 250 feet apart and shall be staggered to the left, right, and at the centerline of the roadway.

When, in the judgment of the PROJECT ENGINEER, conditions warrant additional testing, the Geotechnical Engineer will be advised that additional tests are required and the extent of such additional tests.

37.3

PRIME (BITUMINOUS) AND TACK COATS FOR BASE COURSES

37.3.1

SCOPE OF WORK

The work consists of the application of bituminous material, on a previously prepared base, in accordance with these specifications and in conformity with the lines, grades, dimensions, and notes shown on the plans.

37.3.2

MATERIALS

The materials used shall be as follows:

1.)

Prime Coat a.)

Cutback Asphalt, Grade RC-70 or RC-90 equal

2.)

Tack Coat a.)

Cutback Asphalt, Grade RC-70 b.)

Asphalt Cement, Viscosity Grades AC-20 or AC-30 c.)

Emulsified Asphalt, Grade RS-2, SS-1, SS-1H

37.3.3

EQUIPMENT

This work may be performed with any machine, combination of machines, or equipment that will produce the specified results.

37.3.4

CLEANING THE BASE

Before any bituminous material is applied, all loose material, dust, and foreign material, which might prevent proper bond with existing surface, shall be removed for the full width of the application. Particular care should be taken to clean the outer edges of the strip to be treated in order to insure that the prime or tack coat will adhere. Where the prime or tack coat is applied adjacent to curb, and gutter or valley gutter, such concrete surfaces are to be protected and kept free of bituminous material.

37.3.5

WEATHER LIMITATIONS

No bituminous material shall be applied when the temperature of the air is less than 40 F in the shade, or when the weather conditions or the condition of the existing surface is unsuitable.

37.3.6

APPLICATION OF PRIME COAT

MINIMUM STANDARDS TO BE F.D.O.T. STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION, SECTION A300, LATEST EDITION.

The surface to be primed shall be clean and free of standing water. For limerock bases, the glazed finish shall have been removed leaving a granular or porous condition that will allow free penetration of bituminous material. The temperature of the prime material shall be between 100º F and 150º F. The actual temperature will be that which will insure uniform distribution. The material shall be applied by means of a pressure distributor. The amount of bituminous material applied shall be not less than 0.10 gallon per square yard for limerock base and not less than 0.15 gallon per square yard for sand clay, soil cement, or shell base.

A light, uniform application of clean sand shall be applied prior to opening the primed base to traffic, in which case the sand shall be rolled with a traffic roller. If warranted by traffic conditions, the application shall be made only on one-half of the width of the base at one time, care being taken to secure the correct amount of bituminous material at the joint.

The base shall be sufficiently moist in order to obtain maximum penetration of the prime coat material (emulsified asphalt).

37.3.7

APPLICATION OF TACK COAT

Where a bituminous surface is to be laid and a tack coat is required, it shall be applied as herein specified. On newly constructed base courses, the application of the tack coat shall follow the application of the prime coat, immediately prior to placing the wearing surface, when the tack coat is required. In general, a tack coat will not be required on primed bases, except in areas which have become excessively dirty and cannot be cleaned, in areas where the prime has cured and lost bonding effect, 30 days after prime coat application or where the prime coat has worn away.

Apply the tack coat with a pressure distributor. The bituminous material shall be heated to a temperature between 140º F and 160º F before it is spread on the surface to be paved. At no time, however, shall the temperature of the bituminous material exceed 180º F.

The bituminous material shall be applied at the rate of between 0.02 gallon and 0.08 gallon per square yard. The tack coat shall be applied sufficiently in advance of the laying of the wearing surface to permit drying but shall not be applied so far in advance or over such an area as to lose its adhesiveness as a result of being covered with dust or other foreign material and shall be kept free from traffic until the wearing surface is laid.

37.4

ASPHALTIC CONCRETE SURFACE COURSE

MINIMUM STANDARDS TO BE F.D.O.T. STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION, SECTION A331, LATEST EDITION.

37.4.1

SCOPE OF WORK

The work consists of the application of an asphaltic concrete surface course composed of a mixture of aggregates, mineral filler and asphalt cement to produce the desired stability hereinafter described, properly laid upon a prepared base in accordance with these specifications and in conformity with the lines, grades, thickness and typical crossection shown on the plans. This work shall include the conditioning of the existing surface or base.

37.4.2

ASPHALTIC CONCRETE MIXES

Asphaltic concrete mixes shall meet the following specifications when called for in the plans and specifications:

Minimum

Minimum

Job Mix

Compacted

Marshall

Type Specifications Thickness Density Stability Application S-I Current FDOT

Specifications 1-1/2"

96% Lab 1500 psi Wearing Course

S-III

Current FDOT

Specifications 1"

96% Lab 1500 psi Wearing Course

All thickness mentioned in these specifications and/or shown on the project drawing shall be 1 inch, with a minimum allowance of 1/8 inch and a maximum allowance of 1/4 inch.

The thickness of the pavement shall be determined from the length of cores, at least two (2) inches in diameter, taken at random points on the crossection and along the roadway. Each core shall represent a section not longer than 250 feet. The average thickness shall be determined from the measured thicknesses.

If the CONTRACTOR believes that the number of cores taken is insufficient to properly indicate the thickness of the pavement, he may request additional cores at locations designated by him. All additional costs shall be borne by the CONTRACTOR.

When the deficiency in thickness is in excess of 1/8 inch, the CONTRACTOR shall correct the deficiency either by replacing the full thickness for a length extending at least 50 feet from each end of the deficient area, or (when permitted by the PROJECT ENGINEER) by overlaying. Normally an overlay will not be permitted in a concrete curb section.

37.4.3

MECHANICAL SPREADING AND SCREEDING EQUIPMENT

Bituminous pavers shall be self-contained, self-propelled and can be steered. It shall be equipped with a receiving and disbursing hopper capable of holding a minimum quantity of five (5) cubic yards of bituminous plant mix material, to permit a uniform spreading operation. The hopper shall be equipped with a conveyor distribution system to place the mixture uniformly in front of the screed.

The paver shall also be equipped with a heated mechanical vibratory screed or strike-off assembly. The screed or strike-off shall be capable of adjustment to regulate the depth of material spread and produce a finished surface of the required evenness and texture, without tearing, shoving, or gouging the mixture.

Power boxes will not be acceptable as bituminous pavers in City rights-of-way.

37.4.4

CONSTRUCTION METHODS

The mixture shall be spread on the surface designed only when the surface previously prepared is intact, firm, properly cured and dried; and only when the air temperature in the shade and away from artificial heat is above 40 F and rising.

The mixture shall be delivered on the road in ample time to permit the spreading, rolling, and surface testing during daylight hours. The temperature of the mixture at the time of spreading shall be between 265 F and 310 F and shall not exceed 340 F at the plant. Material shall be delivered to the job site with sufficient frequency that the paving operation can continue without interruption.

Depressions, which may develop after the initial rolling, shall be remedied by removing the mixture laid, and adding new material to bring such depressions to a true surface. Such portions of the completed course that are defective in surface planeness, compaction or composition, or that do not comply with requirements of these specifications shall be removed and replaced with suitable mixture properly laid in accordance with these specifications.

At any time that the paving machine stands idle for 15 minutes or longer, the paver shall be moved and a joint shall be cut. These vertical construction joints shall be required prior to the commencement of the ongoing paving operation. All cold joints will be prepared according to Section 330-11 of the Florida Department of Transportation Specifications. The vertical surface of all existing asphaltic concrete mixes at cold joints shall be coated with an approved liquid bitumen material so as to provide a water-tight joint at the interface of the two mixes (no feathering).

37.4.5

FINISHED SURFACE REQUIREMENTS

For the purpose of testing the finished surface, the CONTRACTOR shall provide a fifteen (15) foot rolling straight edge and standard template cut to the true crossection of the road. These shall be available at all times during construction so that the City may check the finish surface. The CONTRACTOR shall provide and designate some employee whose duty it is to use the straight edge and template in checking all rolled surface under the direction of the City. Vertical measurement from a string line between curbs to determine crown may be accepted as an alternate. The finished surface shall be such that it will not vary more than 1/4 inch from the fifteen (15) foot rolling straight edge applied parallel to the centerline of the pavement and shall be of uniform texture and compaction. The surface shall have no pulled, torn or loosened portions and shall be free from segregation, sand streaks, sand spots, or ripples. Irregularities of the surface exceeding the above requirements shall be corrected by the CONTRACTOR who has the option of selecting one of the following methods:

1.)

Removing and Replacing: If correction is made by removing and replacing the pavement, the removal must be for the full depth of the course and extend at least 50 feet on either side of the defective area, for the full width of the paving lane.

2.)

Overlaying: If correction is made by overlaying, the overlay shall cover the length of the defective area (no feathering). The overlay shall extend full width of the roadway. Care shall be taken to maintain the specified cross slope. The mix used for the overlay may be adjusted as necessary for this purpose by the PROJECT ENGINEER. Overlaying will not be permitted when the finished pavement surface is a friction course or abuts concrete curbs. Vertical construction joints that have been properly cut with a walk-behind street saw ONLY!

3.)

Other Methods: For courses which will not be in the final pavement surface, correction of minor straight edge deficiencies by methods other than specified above may be approved by the PROJECT ENGINEER.

37.4.6

TESTS

Prior to the start of the placing of the asphaltic concrete, the job mix formula prepared by a certified material testing laboratory shall be submitted to and be approved by the PROJECT ENGINEER. All job mix design formulas design shall be current within the last twelve (12) months.

During construction of the asphaltic concrete wearing surface, the following tests must be completed and reports submitted to the PROJECT ENGINEER before acceptance can be given:

1.)

Extraction stability and gradation of combined aggregate: one (1) test per 500 tons of part with a minimum of one (1) per day. Bitumen content, stability and gradation of aggregates to conform to intent of job mix formula.

2.)

Density and depth checks: one (1) test per 250 linear feet of roadway (minimum two (2) tests per street). Minimum acceptable density for each course of asphaltic concrete material shall be 96% of the design unit weight in the job mix formula.

All tests and job mix formulas shall be made by an independent testing engineer as approved by the PROJECT ENGINEER and all reports shall be signed and sealed by a registered professional engineer for the State of Florida. (When there is deficiency in test results for stability, gradation or field density, the PROJECT ENGINEER may require up to a five (5) year extended warranty for acceptance.)

The following items may be required by the PROJECT ENGINEER:

1.)

Plant inspection and calibration check

2.)

Aggregate verification

3.)

Temperature control and verification

4.)

Test of asphalt cement

5.)

Full-time construction monitoring

37.4.7

MILLING EXISTING ASPHALT PAVEMENT

MINIMUM STANDARD SPECIFICATIONS TO BE: F.D.O.T. STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION, SECTION A327, LATEST EDITION.

A.)

Description: The work specified in this section consists of removing existing asphaltic concrete pavement to improve the ride characteristic or to lower the finished surface adjacent to existing curb prior to resurfacing.

The work specified in this section also consists of removing existing asphaltic concrete pavement, transporting and stockpiling the material at the asphalt plant.

The method of stockpiling and handling of the salvaged material shall be approved by the PROJECT ENGINEER.

B.)

Equipment: The equipment for this operation shall be a machine capable of maintaining a depth of cut and cross slope which will achieve the results specified herein. The machine shall be equipped with automatic grade controls which operate by sensing from one or more skids moving along the pavement surface and where required shall produce a skid resistant surface texture.

The machine shall be equipped with a means to effectively limit the amount of dust escaping from the removal operation.

If the machine is equipped with preheating devices, special attention is directed to the fact that local environmental and other regulations governing operation of this type equipment may vary considerably from place to place. It shall be the CONTRACTOR'S responsibility to familiarize himself and comply with all such local regulations, as well as State and Federal rules, and to obtain all necessary permits.

C.)

Construction: The CONTRACTOR shall remove the existing raised reflective pavement markers prior to milling.

When milling to improve rideability or cross slope, the existing pavement shall be removed to the average depth specified in the plans, in a manner that will restore the pavement surface to a uniform crossection and longitudinal profile. The PROJECT ENGINEER may require the use of a stringline to ensure maintaining the proper alignment.

The longitudinal profile of the milled surface shall be established on the side of the cut nearest the centerline of the road. Unless directed otherwise, the final cross slope of the milled surface shall parallel the surface cross slope shown on the typical section or as directed by the PROJECT ENGINEER. The cross slope of the milled surface shall be established by a second sensing device near the outside edge of the cut or by an automatic cross slope control mechanism. The plans may waive the requirement for automatic grade or cross slope controls where the situation warrants such action.

The CONTRACTOR may elect to make multiple cuts to achieve the required pavement configuration or depth of cut.

The milling machine shall be operated to effectively minimize the amount of dust being emitted from the machine. Pre-wetting of the pavement may be required.

Prior to opening an area which has been milled to traffic, the pavement shall be thoroughly swept with a power broom or other approved equipment to remove, to the greatest extent practicable, fine material which will dust under traffic. This operation shall be conducted in a manner so as to minimize the potential for creation of a traffic hazard and to minimize air pollution.

All sweeping of the milled surface shall be with a vacuum type street sweeper, supplemented by hand brooming where necessary.

D.)

Finished Surface: If the milled surface is to be the final surface of the pavement, it shall have either continuous or intermittent striations or any other pre-approved pattern which will provide an acceptable level of skid resistance. If pavement is to be constructed over the milled surface, it shall have a texture, which will provide good bonding.

The finished surface shall have a reasonably uniform texture and shall be within 1/4 inch of a true profile grade and shall have no deviation in excess of 1/4 inch from a straight edge applied to the pavement perpendicular to the centerline. Areas varying from a true surface in excess of the above stated tolerance may be accepted without correction if the PROJECT ENGINEER determines that they were caused by a pre-existing condition, which could not have reasonably been corrected by the milling operations. Any unsuitable texture or profile, as determined by the PROJECT ENGINEER, shall be corrected by the CONTRACTOR at no additional expense.

The PROJECT ENGINEER may require re-milling of any area where a surface lamination causes a non-uniform texture to occur.

E.)

Method of Measurement: The quantities to be paid for under this section shall be:

1.)

The area over which milling is acceptably completed and when an item for disposal of milled asphalt material is included in the plans.

2.)

The volume of milled material removed, determined by measurement in truck bodies at the point it is loaded. The CONTRACTOR shall level the material in truck bodies to facilitate measurement.

F.)

Basis of Payment: The price and payment for "Milling Existing Asphalt Pavement" shall be full compensation for all work specified in this section except for work which may be included in a separate pay item as specified below.

If the plans include a separate pay item for "Disposal of Milled Asphalt," the price and payment for that item shall be full compensation for the cost of hauling off and stockpiling or disposing of the material removed by the milling process. When no separate pay item is provided, compensation for this work shall be included in the contract unit price for "Milling Existing Asphalt Pavement."

Payment shall be made under Item:

No. A327-70-1 - Milling Existing Asphalt Pavement

- SY

(1" Average Depth)

No. A327-70-2 -

(3-1/2" Average Depth)

No. A327-70-3 -

(4-1/2" Average Depth)

No. A327-70-4 -

(3" Average Depth)

No. A327-70-5 -

(2" Average Depth)

No. A327-70-6 -

1-1/2" Average Depth)

No. A327-70-7 -

(4" Average Depth)

No. A327-70-8 -

(2-1/2" Average Depth)

No. A327-70-12 -

(1-1/4" Average Depth)

No. A327-70-13 -

(1-3/4" Average Depth)

No. A327-70-16 -

(½" Average Depth)

No. A327-70-19 -

(3/4" Average Depth)

No. A327-71 - Isolated Milling Existing Asphalt

Pavement

No. A327-72 - Disposal of Milled Asphalt

- CY

No. A327-73 -

- TN

SECTION 37 - ROADWAY CONSTRUCTION STANDARDS