Asphalt-DesignBuildSOW-ADDENDUM-0003.pdf

Addendum 1

ADDENDUM 1

SPECIFICATIONS

FOR

CONSTRUCTION AND REPLACEMENT OF

CONCRETE PANELS, AIRFIELD ASPHALT AND MISCELLANEOUS AIRFIELD

LIGHTING

AT

JOINT BASE MCGUIRE-DIX-LAKEHURST, NEW JERSEY

Changes to existing Statement of Work are in bold and italicized in the original Statement of Work dated 29 April 2013 under General Requirements Section 01000. New specifications are added in this document.

TABLE OF CONTENTS

SECTION TITLE PAGES

DIVISION 2 - SITE WORK

02485 Topsoil and Seeding 02485-1 thru 02485-5 02551 Bituminous Paving for Runways and Taxiways 02551-1 thru 02551-10 02558 Bituminous Tack Coat 02558-1 thru 02558-3 02559 Bituminous Prime Coat 02559-1 thru 02559-3 02561 Asphalt Slurry Seal 02561-1 thru 02561-7 02616 Resurfacing 02616-1 thru 02616-12

DIVISION 2

SITEWORK

SECTION 02485

TOPSOIL AND SEEDING

PART 1 – GENERAL

1.01 SCOPE OF WORK: This section covers all labor, materials, and equipment necessary to do all loaming, seeding, and related work as indicated on the drawings and/or as herein specified.

1.02 RELATED WORK: Section 02223, Backfilling

1.03 QUALITY ASSURANCE

A. For a particular source of loam, the Contracting Officer may require the Contractor to send approximately ten pounds of loam to an approved testing laboratory and have the following tests conducted:

1. Organic concentration

2. PH

3. Nitrogen concentration

4. Phosphorous concentration

5. Potash concentration

B. These tests shall be at the Contractor’s expense. Results and soil conditioning and fertilizing recommendations shall be forwarded to the Contracting Officer.

1.04 SUBMITTALS: In accordance with requirements of general specifications, submit the following to the Contracting Officer:

A. Three sets of shop drawings detailing the seed mixes, fertilizer, mulch material, slope protection material (if required) and origin of loam.

B. Three sets of test results.

PART 2 – PRODUCT

2.01 LOAM

A. Loam shall be a natural, fertile, friable soil, atypical of productive soils in the vicinity, obtained from naturally well-drained areas, neither excessively acidic nor alkaline, and containing no substance harmful to grass growth. Loam shall not be delivered to the site in frozen or muddy condition and shall be reasonably free of stumps, roots, heavy or stiff clay, stones larger than one inch in diameter, lumps, coarse sand, noxious weeds, sticks, brush or other litter.

B. The loam shall contain not less than four percent nor more than 20 percent organic matter as determined by the loss of weight at a temperature of 230 degrees Fahrenheit.

2.02 LIME: Lime shall be standard commercial ground limestone containing at least 50 percent total oxides (calcium oxide and magnesium oxide). Fifty percent of the material must pass through No. 100 mesh sieve and 98 percent passing a No. 2 mesh sieve.

2.03 FERTILIZER

A. Fertilizer shall be commercial, 10-10-10 fertilizer mixture containing at least 40 percent of organic nitrogen. It shall be delivered to the site in the original sealed containers, each showing the manufacturer’s guaranteed analysis. Store fertilizer so that when used is shall be dry and free flowing. No fertilizer shall be used which has not been marketed in accordance with provisions of the General Laws, Chapter 94, as amended, relating to fertilizers.

B. Fertilizer shall be applied in the slurry mix for hydro-seeding and shall have an analysis conforming to the following:

Constituent % Passing by Weight Nitrogen (N) 13 Phosphorous (P) 13 Potassium (K) 13

C. Fertilizer shall be delivered in manufacturer’s standard container printed with manufacturer’s name, material, weight, and guaranteed analysis.

2.04 MULCH: Materials to be used in mulching shall conform to the following requirements:

A. Hay Mulch: shall consist mowed and properly cured grass or legume, reasonable free from swamp grass, weeds, twigs, debris or other deleterious material. It shall be free from rot or mold and shall be acceptable to the Contracting Officer. Mulch shall be mixed with other ingredients. No salt hay shall be used.

B. Straw Mulch: shall consist of stalks or stems of grain after threshing.

C. Wood Fiber Mulch for hydro-seeding slurry: shall be composed of virgin wood, contain green color additive, be weed free, and non-polluting, containing no germination of growth-inhibiting factors, similar to Hydromulch, manufactured by Conwed Corporation, St. Paul, Minnesota or approved equal. Manufacturer listed is for quality only. Additionally, it should consist of wood fiber produced from clean, whole uncooked wood, formed into resilient bundles having a high degree of internal friction and shall be dry when delivered to the project.

D. Wood Fiber Mulch for landscaping: shall consist of commercially available, hand-placed bundles of pine bark mulch, cedar chip mulch, shredded hardwood mulch and/or licorice root.

2.05 SEED

A. Seed shall be of an approved mixture, previous year’s crop, clean, high in germinating value, and low in weed seed. Seed shall be obtained from a reliable seed company and shall be accompanied by certificates relative to mixture purity and germinating value.

B. Grass seed shall conform to the following requirements:

% by Weight Minimum % Minimum%

Name of Seed In Mixture Purity Germination Festuca elatior “Kentucky 31” “Kentucky “31 Tall Fescue……………………..25 97 90

Poa pratensis Common Kentucky Bluegrass …………………….…35 85 80

Lolium Multi-florum Annual Ryegrass…………………………………20 95 90

Festuca rubra – “Ruba” Creeping Red Fescue…………………………….20 97 85

PART 3 – EXECUTION

3.01 SURFACE PREPARATION

A. Where required by the Contracting Officer, Contractor shall apply new topsoil, fertilizer, and seed according to this specification. After approval of rough grading, loam shall be placed on areas affect by the Contractor’s operations. Loam shall be at least four inches thickness.

B. Lime shall be applied to bring the pH to 6.5 or, without a soil test, at the rate of 1000 pounds per acre. Application of lime shall be reduced when placed around plantings of Azalea, Rhododendron, Laurel and other acid loving plants.

C. Fertilizer shall be applied according to the soil test, or without a soil test, at the rate of

1000 pounds per acre.

D. Loam shall be worked a minimum of three inches deep, thoroughly incorporating the lime and fertilizer into the soil. The loam shall then be raked until the surface is finely pulverized and smooth and compacted with rollers, weighing not over 100 pounds per linear foot of tread, to an even surface conforming to the prescribed lines and grades.

Minimum depth shall be four inches after completion.

3.02 SEEDING

A. Seeding shall be done when weather conditions are approved as suitable, in the periods between April 1 and May 30 or August 15 to October 1, unless otherwise approved.

B. If there is delay in seeding, during which soil is washed out, the Contractor shall replace the soil before sowing the seed, without additional compensation.

Immediately before the seeding is started, the soil shall be lightly raked.

C. Seed shall be sown at the approved rate, on a calm day by machine. Water seeding will be permitted following approval by the Contracting Officer.

D. One-half of the seed shall be sown in one direction and the other half at right angles.

Seed shall be raked lightly into the soil to a depth of quarter inch and rolled with a roller weighing no more than 100 pounds per linear foot of tread.

E. The surface shall be kept moist by a fine spray until the grass shows uniform germination over the entire area. Wherever poor germination occurs in areas larger than four square feet, the Contractor shall reseed, roll, and water as necessary to obtain proper germination.

F. The Contractor shall water, weed, cut and otherwise maintain and protect seeded areas as necessary to produce a dense, healthy growth of perennial lawn grass.

3.03 PLACING MULCH

A. Hay or straw mulch shall be loosely spread to a uniform depth over all areas designated on the plan, at the rate of four and a half tons per acre, or as otherwise directed.

B. Hay or straw mulch may be applied by mechanical apparatus, if in the judgment of the Contracting Officer the apparatus spreads the mulch uniformly and forms a suitable mat to control slope erosion. The apparatus shall be capable of spreading as least 80 percent of the hay or straw in lengths of six inches or more, otherwise it shall be spread by hand without additional compensation.

C. Wood fiber mulch may be uniformly spread over all areas designated on the plants at the minimum rate of 1,400 pounds per acre instead of hay or straw mulch, at the option of the Contractor. It shall be placed by spraying from an approved spraying machine that has sufficient pressure to cover the entire area in one operation.

D. In all planting areas designated by the Contracting Officer, Contractor shall hand place landscaping mulch to a depth indicated by the Contracting Officer. Depth of mulch shall be a minimum of three inches compacted and a maximum of five inches compacted. Quantity of landscaping mulch shall be paid under the appropriate line item within the contract, per cubic foot of placement. Quantities shall be calculated by measuring the area to be treated in linear feet of length and width, to the nearest quarter foot, and multiplying this area by the average compacted depth to the nearest one inch.

Type of mulch shall be determined by the Contracting Officer.

3.04 SEEDING AND MULCHING BY SPRAYING MACHINE

A. The application of lime, fertilizer, grass seed and mulch may be accomplished in one operation by the use of an approved spraying machine. The materials shall be mixed with water in the machine and kept in an agitated state in order that the materials may be uniformly suspended in the water. The spraying equipment shall be so designed that when the solution is sprayed over an area, the resulting deposits of lime, fertilizer, grass seed and mulch shall be equal to the specified quantities.

B. A certified statement shall be furnished, prior to start of work, to the Contracting

Officer by the Contractor as to the number of pounds of limestone fertilizer, grass seed and mulch per 100 gallons of water.

C. This statement should also specify the number of square yards of seeding that can be covered with the solution specified above. If the results of the spray operation are unsatisfactory, the Contractor will be required to abandon this method and apply the lime, fertilizer, grass seed and mulch by other methods.

END OF SECTION 02485

SITE WORK

SECTION 02551

BITUMINOUS PAVING FOR RUNWAYS AND TAXIWAYS

PART I - GENERAL

1.01 SCOPE OF WORK: This section of the specification covers the requirements for bituminous paving for roads, streets, and open storage areas on an “on-call” basis when directed by the Contracting Officer or an authorized representative.

1.02 REFERENCES: The publications listed below, current as of the date of this solicitation, form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only.

A. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM C 88 Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate

ASTM C 131 Resistance to Degradation of Small Size Coarse

Aggregate by Abrasion and impact in the Los Angeles Machine

ASTM C 136 Sieve Analysis of Fine and Coarse Aggregates

ASTM C 618 Fly Ash and Raw or Calcined Natural Portland

Cement Concrete

ASTM D 75 Sampling Aggregates

ASTM D 140 Sampling Bituminous Materials

ASTM D 2216 Laboratory Determination of Water (Moisture)

Content of Soil and Rock

ASTM D 3381 Viscosity-Graded Asphalt Cement for Use in

Pavement Construction

ASTM D 4791 Flat or Elongated Particles in Course Aggregate

B. NJDOT STANDARD SPECIFICATIONS FOR ROADS AND BRIDGES

1.03 SUBMITTALS: The following shall be submitted in accordance with the requirements of the contract:

Coarse and Fine Aggregate; Bituminous Material; Fly Ash: Copies of test results and viscosity tests run after mixing and 15 and 30 minutes thereafter

1.04 PLANT, EQUIPMENT, MACHINES, AND TOOLS: Plant, equipment, machines, and tools shall be in accordance with Section 404 of the New Jersey Department of Transportation Standard Specifications for Road and Bridges, latest version.

1.05 SAMPLING AND TESTING

A. Aggregates:

1. General: ASTM D 75 shall be used in sampling coarse and fine aggregates.

The Contracting Officer will designate points of sampling. The Contractor shall make all tests necessary to determine compliance with the specified requirements.

2. Sources: Sources of aggregates shall be selected well in advance of the time that the materials are required in the work. Samples shall be submitted 30 days before starting production. If a sample of material fails to meet specification requirements, the material represented by the sample shall be replaced, and the cost of testing the replaced sample shall be at the expense of the Contractor.

Approval of the source of the aggregate does not relieve the Contractor of the responsibility to deliver aggregates that meet the specified requirements.

B. Bituminous Materials: Samples of bituminous materials shall be obtained in accordance with ASTM D 140. Sources shall be selected in advance of the time materials will be required for the work. In addition to the initial qualification testing of bituminous materials, samples shall be obtained and tested before and during construction when shipments of bituminous materials are received, or when necessary to assure that some condition of handling or storage has not been detrimental to the bituminous material.

1.06 DELIVERY, STORAGE, AND HANDLING OF MATERIALS

A. Mineral Aggregates: Mineral aggregates shall be delivered to the site of the bituminous mixing plant and stockpiled in such a manner as to preclude segregation or contamination with objectionable material.

B. Bituminous Materials: Bituminous materials shall be maintained below a temperature of

300 degrees F during storage and shall not be heated by the application of a direct flame to the walls of storage tanks or transfer lines. Storage tanks, transfer lines, and weigh buckets shall be thoroughly cleaned before a different type or grade of bitumen is introduced into the system.

1.07 ACCESS TO PLANT AND EQUIPMENT: The Contacting Officer shall have access at all times to all parts of the bituminous plant for checking adequacy of any equipment in use; inspecting operation of the plant; verifying weights, proportions, and character of materials; and checking temperatures maintained in preparation of the mixtures.

PART II MATERIALS

2.1 AGGREGATES

Aggregates shall consist of crushed stone, crushed gravel, crushed slag, screenings, natural sand and mineral filler, as required. The portion of material retained on the No. 4 sieve is coarse aggregate. The portion of material passing the No. 4 sieve and retained on the No.

200 sieve is fine aggregate. The portion passing the No. 200 sieve is defined as mineral filler. All aggregate test results and samples shall be submitted to the Contracting Officer/Engineer at least 14 days prior to start of construction. Aggregate testing shall have been performed within 90 days of performing the mix design.

2.1.1 Coarse Aggregate

Coarse aggregate shall consist of sound, tough, durable particles, free from films of material that would prevent thorough coating and bonding with the asphalt material and free from organic matter and other deleterious substances. The coarse aggregate particles shall meet the following requirements:

a. The percentage of loss shall not be greater than 40 percent after 500 revolutions when tested in accordance with ASTM C 131.

b. The sodium sulfate soundness loss shall not exceed 12 percent, or the magnesium sulfate soundness loss shall not exceed 18 percent after five cycles when tested in accordance with ASTM C 88.

c. At least 75 percent by weight of coarse aggregate shall have at least two or more fractured faces when tested in accordance with COE CRD-C 171.

Fractured faces shall be produced by crushing.

d. The particle shape shall be essentially cubical and the aggregate shall not contain more than 20 percent, by weight, of flat and elongated particles (3:1 ratio of maximum to minimum) when tested in accordance with ASTM D 4791.

e. Slag shall be air-cooled, blast furnace slag, and shall have a compacted weight of not less than 75 lb/cu ft when tested in accordance with ASTM C 29/C 29M.

f. Clay lumps and friable particles shall not exceed 0.3 percent, by weight, when tested in accordance with ASTM C 142.

2.1.2 Fine Aggregate

Fine aggregate shall consist of clean, sound, tough, durable particles. The aggregate particles shall be free from coatings of clay, silt, or any objectionable material and shall contain no clay balls. The fine aggregate particles shall meet the following requirements:

a. The quantity of natural sand (noncrushed material) added to the aggregate blend shall not exceed 15 percent by weight of total aggregate.

b. The individual fine aggregate sources shall have a sand equivalent value greater than 45 when tested in accordance with ASTM D 2419.

c. The fine aggregate portion of the blended aggregate shall have an uncompacted void content greater than 45.0 percent when tested in accordance with ASTM C 1252 Method A.

d. Clay lumps and friable particles shall not exceed 0.3 percent, by weight, when tested in accordance with ASTM C 142.

2.1.3 Mineral Filler

Mineral filler shall be nonplastic material meeting the requirements of ASTM D 242.

2.1.4 Aggregate Gradation

The combined aggregate gradation shall conform to gradations specified in Table 6, when tested in accordance with ASTM C 136 and ASTM C 117, and shall not vary from the low limit on one sieve to the high limit on the adjacent sieve or vice versa, but grade uniformly from coarse to fine. Gradation 1 shall be used for underlying HMA layers. Gradation 2 shall be used for surface courses.

Table 6. Aggregate Gradations

Gradation 1 Gradation 2

Percent Passing Percent Passing Sieve Size, inch by Mass by Mass

1 100 --- 3/4 76-96 100 1/2 68-88 76-96 3/8 60-82 69-89

No. 4 45-67 53-73 No. 8 32-54 38-60 No. 16 22-44 26-48 No. 30 15-35 18-38 No. 50 9-25 11-27 No. 100 6-18 6-18 No. 200 3-6 3-6

2.2 ASPHALT CEMENT BINDER

Asphalt cement binder shall conform to AASHTO M 320 Performance Grade (PG) 76-22 for runway and taxiway pavement surface courses; PG 64-22 for underlying layers and shoulder pavement surface courses. Test data indicating grade certification shall be provided by the supplier at the time of delivery of each load to the mix plant. Copies of these certifications shall be submitted to the COTR.

The supplier is defined as the last source of any modification to the binder. The COTR may sample and test the binder at the mix plant at any time before or during mix production. Samples for this verification testing shall be obtained in accordance with ASTM D 140 and in the presence of the COTR. These samples shall be furnished to the COTR for the verification testing, which shall be at no cost to the Contractor. Samples of the asphalt cement specified shall be submitted for approval not less than 14 days before start of the test section.

2.3 MIX DESIGN

Develop the mix design. The asphalt mix shall be composed of a mixture of well-graded aggregate, mineral filler if required, and asphalt material. The aggregate fractions shall be sized, handled in separate size groups, and combined in such proportions that the resulting mixture meets the grading requirements of the job mix formula (JMF). No hot-mix asphalt for payment shall be produced until a JMF has been approved. The hot-mix asphalt shall be designed using hand-held hammer procedures contained in AI MS-02 and the criteria shown in Table 7. Laboratory compaction temperatures for Polymer Modified Asphalts shall be as recommended by the asphalt cement manufacturer. If the Tensile Strength Ratio (TSR) of the composite mixture, as determined by ASTM D 4867/D 4867M is less than 75, the aggregates shall be rejected or the asphalt mixture treated with an anti-stripping agent. The amount of anti-stripping agent added shall be sufficient to produce a TSR of not less than 75. If an antistrip agent is required, it shall be provided at no additional cost to the Government. Sufficient materials to produce 200 pound of blended mixture shall be provided to the COTR for verification of mix design at least 14 days prior to construction of test section.

2.3.1 JMF Requirements

Submit the job mix formula in writing, for approval, at least 14 days prior to the start of the test section. 75 Blow Mix shall be used for all runway and taxiway pavements in all HMA layers. 50 Blow Mix shall be used for all shoulder pavements. JMF submittals shall include as a minimum:

a. Percent passing each sieve size.

b. Percent of asphalt cement.

c. Percent of each aggregate and mineral filler to be used.

d. Asphalt viscosity grade, penetration grade, or performance grade.

e. Number of blows of hammer per side of molded specimen.

f. Laboratory mixing temperature.

g. Lab compaction temperature.

h. Temperature-viscosity relationship of the asphalt cement.

i. Plot of the combined gradation on the 0.45 power gradation chart, stating the nominal maximum size.

j. Graphical plots and summary tabulation of stability, flow, air voids, voids in the mineral aggregate, and unit weight versus asphalt content as shown in AI MS-02. Summary tabulation shall include individual specimen data for each specimen tested.

k. Specific gravity and absorption of each aggregate.

l. Percent natural sand.

m. Percent particles with two or more fractured faces (in coarse aggregate).

n. Fine aggregate angularity.

o. Percent flat or elongated particles (in coarse aggregate).

p. Tensile Strength Ratio.

q. Antistrip agent (if required).

r. List of all modifiers.

s. Percentage and properties (asphalt content, binder properties, and aggregate properties) of RAP in accordance with paragraph RECYCLED HOT-MIX ASPHALT, if RAP is used.

Table 7. Marshall Design Criteria

Test Property 75 Blow Mix 50 Blow Mix

Stability, pounds minimum 2150(1) 1350(1)

Flow, 0.01 inch 8-16(2) 8-18(2)

Air voids, percent 4(4) 4(4)

Percent Voids in mineral aggregate (minimum) See Table 8 See Table 8

Dust Proportion(3) 0.8-1.2 0.8-1.2

TSR, minimum percent 75 75

(1) This is a minimum requirement. The average during construction shall be significantly higher than this number to ensure compliance with the specifications.

(2) The flow requirement is not applicable for Polymer Modified Asphalts

(3) Dust Proportion is calculated as the aggregate content, expressed as a percent of mass, passing the No. 200 sieve, divided by the effective asphalt content, in percent of total mass of the mixture.

(4) Select the JMF asphalt content corresponding to an air void content of 4 percent. Verify the other properties of Table 7 meet the specification requirements at this asphalt content.

Table 8. Minimum Percent Voids in Mineral Aggregate (VMA)(4)

Aggregate (See Table 6) Minimum VMA, percent

Gradation 1 13.0 Gradation 2 14.0 Gradation 3 15.0

(1) Calculate VMA in accordance with AI MS-02, based on ASTM D 2726 bulk specific gravity for the aggregate.

2.3.2 Adjustments to JMF

The JMF for each mixture shall be in effect until a new formula is approved in writing by the COTR. Should a change in sources of any materials be made, a new mix design shall be performed and a new JMF approved before the new material is used. The Contractor will be allowed to adjust the JMF within the limits specified below to optimize mix volumetric properties. Adjustments to the JMF shall be limited to plus or minus 4 percent on the No. 4 and coarser sieves; plus or minus 3 percent on the No. 8 to No. 50 sieves; and plus or minus 1 percent on the No. 100 sieve. Tolerances given above may permit the aggregate grading to be outside the limits shown in Table 6; this is acceptable. Adjustments to the JMF shall be limited to plus or minus 1.0 percent on the No. 200 sieve. The resulting aggregate grading on the No. 200 sieve shall not be outside the limits shown in Table 6. Asphalt content adjustments shall be limited to plus or minus 0.40 of binder content. If adjustments are needed that exceed these limits, a new mix design shall be developed.

2.4 RECYCLED HOT MIX ASPHALT

Recycled HMA may be used in the JMF for HMA base layers on runways and taxiways and in HMA base and surface layers on shoulders and overuns. Recycled HMA may not be used in HMA surface course on Runways and Taxiways. Recycled HMA shall consist of reclaimed asphalt pavement (RAP), coarse aggregate, fine aggregate, mineral filler, and asphalt cement. The RAP shall be of a consistent gradation and asphalt content and properties. When RAP is fed into the plant, the maximum RAP chunk size shall not exceed 2 inches. The individual aggregates in a RAP chunk shall not exceed the maximum size aggregate of the gradation specified in Table 6. The recycled HMA mix shall be designed using procedures contained in AI MS-02. The job mix shall meet the requirements of paragraph MIX DESIGN. RAP should only be used for shoulder surface course mixes and for any intermediate courses. The amount of RAP shall be limited to 30 percent.

2.4.1 RAP Aggregates and Asphalt Cement

The blend of aggregates used in the recycled mix shall meet the requirements of paragraph AGGREGATES. The percentage of asphalt in the RAP shall be established for the mixture design according to ASTM D 2172 using the appropriate dust correction procedure.

2.4.2 RAP Mix

The blend of new asphalt cement and the RAP asphalt binder shall meet the dynamic shear rheometer at high temperature and bending beam at low temperature requirements in paragraph ASPHALT CEMENT BINDER. The virgin asphalt cement shall not be more than two standard asphalt material grades different than that specified in paragraph

ASPHALT CEMENT BINDER.

PART III - EXECUTION

3.01 WEATHER LIMITATIONS: The bituminous mixture shall not be placed upon a wet surface, in rain, in snow, or when the surface temperature of the underlying course is less than 50 degrees F. The Contracting Officer may waive the temperature requirements.

Once the bituminous mixture has been placed and if rain is imminent, protective materials, consisting of rolled polyethylene sheeting at least 4 mils thick of sufficient length and width to cover the mixture shall be placed. If the open graded bituminous mixture becomes saturated, the Contractor shall allow the pavement voids to thoroughly dry out prior to applying the slurry grout.

3.02 PREPARATION OF MIXTURES: Rates of feed of aggregates shall be regulated so that moisture content and temperature of aggregates will be within tolerances specified.

Aggregates and bitumen shall be conveyed into the mixer in proportionate quantities required to meet the JMF. Mixing time shall be as required to obtain a uniform coating of the aggregate with the bituminous material. Temperature of bitumen at time of mixing shall not exceed 275 degrees F. Temperature of aggregate in the mixer shall not exceed 300 degrees F when bitumen is added. Overheated and carbonized mixtures or mixtures that foam shall not be used.

3.03 WATER CONTENT OF AGGREGATES: Drying operations shall reduce the water content of mixtures to less than 0.75 percent. Water content shall be determined in accordance with ASTM D 2216; weight of sample shall be at least 500 grams. The water content shall be reported as a percentage of the total mixture.

3.04 STORAGE OF MIXTURE: The open graded bituminous mixture shall not be stored for longer than one hour prior to hauling to the jobsite.

3.05 TRANSPORTATION OF MIXTURE: Transportation from the mixing plant to the jobsite shall be in trucks having tight, clean, smooth beds lightly coated with an approved releasing agent to prevent adhesion of mixture to truck bodies. Diesel fuel shall not be used as a releasing agent. Excessive release agent shall be drained prior to loading. Each load shall be covered with canvas or other approved material of ample size to protect mixture from the weather and to prevent loss of heat. Loads that have crusts of cold, unworkable material or have become wet will be rejected. Hauling over freshly placed material will not be permitted.

3.06 SURFACE PREPARATION OF UNDERLYING COURSE: Prior to placing of open graded bituminous mixture, the underlying course shall be cleaned of all foreign or objectionable matter with power brooms and hand brooms. All base surfaces to receive a bituminous surface course shall be compacted and treated with a uniform coating of a low viscosity Prime Coat IAW Section 02559 of this specification. All surface preparation of the underlying course shall be provided at no additional cost to the Government.

3.07 TACK COATING: Tack Coating is required when pavement is to be constructed over any stable, impervious contact surface. In all other cases, Prime Coating is required.

Contact surfaces of previously constructed pavement shall be sprayed with a coat of bituminous Tack Coat IAW Section 02558 of this specification. Tack Coating and Prime Coating shall be provided at no additional cost to the Government.

3.08 JOINTS

A. Joints between successive lanes or RMP shall be made in such a manner as to ensure a continuous bond between the paving lanes. All RMP joints shall have the same texture, density, and smoothness as other sections of the course.

B. Joints between the RMP and any surrounding pavement surfaced with bituminous concrete or Portland cement concrete shall be saw cut to one-half of the RMP thickness and filled with a joint sealant material approved by the Contracting Officer.

3.09 ACCEPTABILITY OF WORK

A. Routine testing for acceptability of work shall be performed by the Contractor and approved by the Contracting Officer. Additional tests required to determine acceptability of non-conforming material shall be performed by the Contractor at the expense of the Contractor. When a section of pavement fails to meet the specification requirements, that section shall be totally removed and replaced at the Contractor’s expense. The Contracting Officer reserves the right to sample and test any area which appears to deviate from the specification requirements.

B. Field sampling of RMP materials shall be performed IAW Section 404 of the New

Jersey Department of Transportation Standard Specification for Road and Bridge Construction, latest edition.

C. Thickness and Surface-Smoothness Requirements shall be IAW Section 404 of the

New Jersey Department of Transportation Standard Specification for Road and Bridge Construction, latest edition.

1. The thickness of the RMP shall meet the requirement shown on any applicable contract drawings, in the specification, and within the bid items of the contract.

The measured thickness of the RMP shall not exceed the design thickness by more than half-inch thickness, or be deficient in thickness by more than an eight-inch.

2. Surface smoothness shall be IAW Section 404 of the New Jersey Department of

Transportation Standard Specification for Road and Bridge Construction, latest edition.

D. All test samples shall be inspected for percentage of coverage of tack and prime coating at each interfacial junction. Total coverage of tack and prime coatings shall not be less than 95% of the sampled surface area.

END OF SECTION 02551

SECTION 02558

BITUMINOUS TACK COAT

bituminous tack coat for roads, streets, and open storage areas on an “on-call” basis when directed by the Contracting Officer or an authorized representative.

form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION

OFICIALS (AASHTO)

AASHTO M 81 Cut-Back Asphalt (Rapid Curing Type)

1.03 PLANT, EQUIPMENT, MACHINES, AND TOOLS

A. General Requirements: All plant, equipment, machines, and tools used in this work shall be subject to approval and shall be maintained in a satisfactory working condition at all times.

B. Bituminous Distributor: The distributor shall have pneumatic tires of such size and number to prevent rutting, shoving, or other damage to the base surface or other layers in the pavement structure. The distributor shall be designed and equipped to spray the bituminous material in a uniform coverage at the specified temperature, at readily determined and controlled rates, with an allowable variation from the specified rate of not more than plus or minus five percent, and at variable widths.

Distributor equipment shall include a separate power unit for the bitumen pump, full-circulation spray bars, tachometer, pressure gauges, volume-measuring devices, adequate heaters for heating of materials to the proper application temperature, a thermometer for reading the temperature of tank contents, and a hand hose attachment suitable for applying bituminous material manually to areas inaccessible to the distributor. The distributor shall be equipped to circulate and agitate the bituminous material during the heating process.

C. Power Brooms and Power Blowers: Power brooms and power blowers shall be suitable for cleaning the surfaces to which the tack coat is to be applied.

D. Storage Tanks: Tanks shall be capable of heating the bituminous material, under effective and positive control at all times, to the required temperature. Heating shall be accomplished by steam coils, hot oil, or electricity. An armored thermometer shall be affixed to the tank so that the temperature of the bituminous material may be read at all times.

1.04 WEATHER LIMITATIONS: Tack coat shall be applied only when the surface to receive the tack coat is dry. Tack coat shall be applied only when the atmospheric temperature in the shade is 50 degrees Fahrenheit or above and when the temperature has not been below 35 degrees Fahrenheit for the 12 hours prior to application.

PART II – PRODUCTS

2.01 BITUMINOUS MATERIAL: Cutback asphalt shall conform to AASHTO M 81 Grade

RC-70

2.02 TACK COAT MATERIAL: shall be emulsified asphalt, Grade RS-1, conforming to

ASTM D 977.

3.01 PREPARATION OF SURFACE: Tack Coat shall be applied in all cases where the new pavement is being placed over an existing pavement or immovable, impermeable structure. Care shall be taken not to place tack coat over existing manhole covers, catch basins, water or utility valve boxes, etc. Immediately before applying the tack coat, all loose material, dirt, clay, or other objectionable material shall be removed from the surface to be treated. The area to be tacked shall also be dry and clean. All preparation of the surface, to include actual application of tack coat, shall be performed at no additional cost to the government.

3.02 APPLICATION RATE: Bituminous material for the tack coat shall be applied at quantities of not less than 0.05 gallons nor more than 0.15 gallons per square yard of pavement surface. The exact quantities within the range specified, which may be varied to suit field conditions, will be determined by the Contracting Officer.

3.03 APPLICATION TEMPERATURE: Asphalt application temperature shall provide an application viscosity between ten and 60 seconds, Saybolt Furol. The temperature viscosity relation shall be furnished to the Contracting Officer.

Liquid Asphalts RC-70 120-200 degrees Fahrenheit*

Paving Grade Asphalts

CSS-1 70-160 degrees F CSS-1h 70-160 degrees F

Emulsions CSS-1 70-160 degrees F CSS-1h 70-160 degrees F

*These temperature ranges exceed the flash point of the material and care should be taken in their heating.

3.04 APPLICATION: Following preparation and subsequent inspection of the surface, the tack coat shall be applied at the specified rate with uniform distribution over the surface to be treated. All areas and spots missed by the distributor shall be properly treated with the hand spray. Following application of the tack material and prior to application of the succeeding layer of pavement, the tack shall be allowed to cure and to obtain evaporation of any volatiles or moisture. Until the succeeding layer of pavement is placed, the tacked area shall be maintained by protecting the surface against damage and by repairing and re-tacking deficient areas at no additional cost to the Government. If required, clean dry sand shall be spread to effectively blot up any excess bituminous material. No smoking, fires, or flames other than the heaters that are a part of the equipment shall be permitted within 25 feet of heating, distributing, and transferring operations of bituminous material other than bituminous emulsions.

3.05 PAYMENT: Payment for all work preparatory to placement of Tack Coat, as well as payment for actual placement of Tack Coat, shall be included in unit prices for placement of asphalt surface course.

END OF SECTION 02558

SECTION 02559

BITUMINOUS PRIME COAT

PART I – GENERAL

bituminous prime coat for roads, streets, and open storage areas on an “on-call” basis when directed by the Contracting Officer or an authorized representative.

form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION

AASHTO M 81 Cut-Back Asphalt (Rapid Curing Type) condition at all times. The equipment shall be adequate and shall have the capability of producing the results specified.

B. Bituminous Distributor: The distributor shall have pneumatic tires of such size and number to prevent rutting, shoving, or other damage to the base surface or other layers in the pavement structure. The distributor shall be designed and equipped to spray the bituminous material in a uniform double or triple lap coverage at the specified temperature, at readily determined and controlled rates, with an allowable variation from the specified rate of not more than plus or minus five percent, and at variable widths. Distributor equipment shall include a separate power unit for the bitumen pump, full-circulation spray bars, tachometer, pressure gauges, volume-measuring devices, adequate heaters for heating of materials to the proper application temperature, a thermometer for reading the temperature of tank contents, and a hand hose attachment suitable for applying bituminous material manually to areas inaccessible to the distributor. The distributor shall be equipped to circulate and agitate the bituminous material during the heating process.

C. Power Brooms and Power Blowers: Power brooms and power blowers shall be suitable for cleaning the surfaces to which the tack coat is to be applied.

D. Storage Tanks: Tanks shall be capable of heating the bituminous material, under effective and positive control at all times, to the required temperature. Heating shall be accomplished by steam coils, hot oil, or electricity. An armored thermometer shall be affixed to the tank so that the temperature of the bituminous material may be read at all times.

1.04 WEATHER LIMITATIONS: The prime coat shall be applied only when the sub-grade, sub-base, or base course is dry enough to promote uniform coverage and the desired penetration into the treated surface. The prime coat shall be applied only when the atmospheric temperature in the shade is 50 degrees Fahrenheit or above and when the temperature has not been below 35 degrees Fahrenheit for the 12 hours prior to application.

2.01 BITUMINOUS MATERIAL: Cutback asphalt shall conform to AASHTO M 81 Grade

RC-70.

2.02 PRIME TACK COAT MATERIAL: shall be emulsified asphalt, Grade, SS-1, conforming to ASTM D 977.

3.01 PREPARATION OF SURFACE: Immediately before applying the prime coat, all loose material, dirt, clay, or other objectionable material shall be removed from the surface to be treated. To assure a uniform spread of the bituminous material, the portion of the sub-grade, sub-base, or base course prepared for treatment, if excessively dry, shall be lightly sprinkled with water immediately before the application, as directed. All preparation of the surface, to include actual application of the prime coat, shall be performed at no additional cost to the Government.

3.02 APPLICATION RATE:

A. Bituminous material for the prime coat shall be applied at quantities of not less than

0.15 gallons nor more than 0.40 gallons per square yard of pavement surface.

B. The exact quantities will be determined by the Contracting Officer and may be varied to suit field conditions.

3.03 APPLICATION TEMPERATURE: Cutback Asphalt application temperature shall provide an application viscosity between ten and 60 seconds, Saybolt Furol. The temperature viscosity relation shall be furnished to the Contracting Officer.

3.04 APPLICATION: Following preparation and subsequent inspection of the surface, the prime coat shall be applied at the specified rate with uniform distribution over the surface to be treated. To obtain uniform application of the prime coat on the surface treated at the junction of previous and subsequent applications, building paper shall be spread on the surface for a sufficient distance back from the ends of each application so that the prime coat may be started and stopped on the paper. Immediately after application, the building paper shall be removed and destroyed. All areas and spots missed by the distributor shall be properly treated with the hand spray. Following application of the prime material, the surface shall be allowed to cure without being disturbed for a period of at least 48 hours or longer, as may be necessary to attain penetration into the treated course and evaporation of the volatiles form prime material. Until the succeeding layer of pavement is placed, primed surface shall be maintained by protecting the surface against damage and by repairing and repriming deficient areas at no additional cost to the Government. No smoking, fires, or flames other than the heaters that are a part of the equipment shall be permitted within 25 feet of heating, distributing, and transferring operations of bituminous material other than bituminous emulsions.

3.05 PAYMENT: Payment for all work preparatory to placement of Prime Coat, as well as payment for actual placement of Prime Coat, shall be included in unit prices for placement of asphalt surface course.

END OF SECTION 02559

SECTION 02561

ASPHALT SLURRY SEAL

1.01 SCOPE OF WORK: This section of the specification covers the requirements for asphalt slurry seals for roads, streets, parking areas, and other general applications on an “On- Call” basis when directed by the Contracting Officer or his authorized representative.

ASTM C 136 (1988) Sieve Analysis of Fine and Coarse Aggregates

ASTM D 75 (1987) Sampling Aggregates

ASTM D 140 (1970; R-1981) Sampling Bituminous Material

B. AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION

AASHTO T2-84 Standard Methods of Sampling Aggregates (ASTM C 75-82)

AASHTO T19-88 Interim Method for Test for Unit Weight at Voids in Aggregate (ASTM C 29-87)

AASHTO T27-88 Interim Method of Test for Sieve Analysis of Fine and Coarse Aggregates (ASTM C 136-88)

AASHTO T40-78 Standard Method of Sampling Bituminous Materials

(ASTM D 140-70)

AASHTO T96-83 Standard Method of Test for Resistance Abrasion of Small Size Coarse Aggregate – Use of Los Angeles Machine (ASTM C 131-87)

AASHTO T176-86 Standard Method of Test of Plastic Fin in Graded Aggregates and Soils by Use on the Sand Test condition at all times.

B. Tack Coat Distribution Equipment: Equipment used shall include a pressure distributor designed and operated to distribute the asphaltic material in a uniform spray without atomization, in the amount and between the limits of temperature specified. It shall be equipped with a bitumeter having a dial registering feet of travel per minute. The dial shall be visible to the truck driver so that he can maintain the constant speed required for application at the specified rate. The pump shall be equipped with a tachometer having a dial registering gallons per minute passing through the nozzles. The dial shall be readily visible to the operator. Means for indicating accurately the temperature well shall not be in contact with a heating tube.

The normal width of application of the spray bar shall be not less than 12 feet with provision for the application of lesser width when necessary. A hose and spray nozzle attachment shall be provided for applying asphaltic material to patches and areas inaccessible to the spray bar. The distributor shall be provided with heating attachments and asphaltic material shall be circulated during the entire heating process. The pneumatic-tired roller shall have a total compacting width of not less than 60 inches and shall have minimum contact pressures of 40 pounds per square inch. Other equipment, including a slurry seal machine, may be used in addition to or in lieu of the specified equipment when approved by the Contracting Officer or his authorized representative.

C. Slurry Spreading Equipment: The slurry mixture shall be uniformly spread by means of a controlled spreader box conforming to the following requirements:

1. The spreader shall be capable of spreading a traffic lane width. It shall have strips of flexible rubber belting or similar material on each side of the spreader box and in contact with the pavement to prevent loss of slurry from the box. The box shall have baffles, or other suitable means, to insure uniform application on super-elevated sections and shoulder slopes.

2. The rear flexible strike-off blade shall make close contact with the pavement and shall be capable of being adjusted to the various crown shapes so as to apply a uniform seal coat.

3. Slurry mixture to be spread in areas inaccessible to the controlled spreader box may be spread by other methods approved by the Contracting Officer.

1.04 WEATHER LIMITATIONS: Slurry sealing shall be applied only when the surface to receive the Slurry is dry and clean. Slurry seal shall be applied only when the atmospheric temperature in the shade is 50 degrees Fahrenheit or above and when the temperature has not been below 35 degrees Fahrenheit for the 12 hours prior to application.

2.01 SAMPLES: Certification of test results of all materials proposed for use under these specifications shall be submitted to the Contracting Officer for approval. The material shall not be used until it is approved. Sampling of asphaltic materials shall be in accordance with the latest revision of AASHTO Designation T40-78 (ASTM Designation D 140). Sampling of mineral aggregate shall be in accordance with the latest revision of ASTM Designation T 2 (ASTM Designation D 75).

2.02 METHODS OF TESTING:

A. Asphaltic materials shall be tested by the methods of test of the American Association of State Highway Officials (AASHTO) designated in Tables D-1 through D-6. If an AASHTO method of test is not available, the equivalent American Society for Testing and Materials (ASTM) method will be used.

B. Mineral aggregates shall be tested, as designated in the detailed requirements of these specifications by one or more of the following methods of test of the American Association of State Highway Officials. If an AASHTO method of test is not available, the equivalent American Society for Testing and Materials (ASTM) method will be used.

METHOD OF TEST

CHARACTERISTIC AASHTO ASTM

Abrasion of Coarse Aggregate, T 96-83 C 131-87 Los Angeles Machine

Sieve Analysis, Fine and T 27-88 C 136-88 Coarse Aggregates

Unit Weight of Aggregate T 19-88 C 29-87

2.03 MATERIAL:

A. The asphalt emulsion shall be CSS-1. The asphalt emulsion shall meet the requirement of Table D-5 (specification for Cationic Emulsified Asphalts) of the Asphalt Institute Publication Specifications for Paving and Industrial Asphalt (SS-2).

B. The mineral aggregate shall consist of clean, sharp sand and mineral filler, combined to meet the following grading requirement:

U.S. Standard Sieve Size Total Percent Passing No. 8 100

No. 16 55-85 No. 30 35-60 No. 50 20-45 No. 100 10-30 No. 200 5-15

C. The combined aggregate and mineral filler shall have a sand equivalent value forty

(40) or more when tested by the Standard Method for Plastic Fines in Graded Aggregates and Soils by use of the Sand Equivalent Test, AASHTO Designation T 176.

D. Water shall be free from all foreign matter.

3.01 CONSTRUCTION:

A. Weather Limitations: The asphalt emulsion slurry treatment shall be placed only when the temperature of the pavement surface is 80 degrees F or above. The mixture shall not be placed if there is a chance of rain before it can be cured properly.

B. Slurry Mixture: Materials shall be combined in the following proportions to provide a mixture of the desired consistency:

1. Combined aggregate and mineral filler – 100 pounds

2. Asphalt emulsion – 2.5 – 3.0 gallons

3. Water – as required for proper consistency

C. Wetting the Surface: Immediately prior to the application of the tack coat or the slurry seal, the surface of the pavement and all crack faces shall be wetted thoroughly with water. All surfaces shall be in uniformly damp condition and no free water will be allowed on the surface or in the cracks when the tack coat or slurry seal is applied.

D. Tack Coat: On old, dry bituminous pavements and on rigid pavements a tack coat shall be applied prior to placing the slurry seal. The tack coat shall be applied prior to placing the slurry seal. The tack coat shall be diluted asphalt emulsion of the same type and grade specified for the slurry mix. The ratio of asphalt emulsion to water shall be 1:3 and the diluted material shall be applied uniformly with a pressure distributor at the rate of 0.05 to 0.10 gallons per square yard, as directed by the Contracting Officer. The tack coat shall be cured thoroughly prior to the application of the slurry seal.

E. Preparation of the slurry mixture:

1. The slurry mixture shall be prepared in a slurry machine. The mixer shall be charged with materials in the proportions specified and in the following order:

a. Water

b. Aggregate

c. Asphalt Emulsion

2. When mineral filler is required to obtain the desired gradation, it shall be added slowly to the other aggregate prior to the addition of the asphalt emulsion.

Variations from the above sequence of charging may be permitted by the Contracting…