11_PAFB_Sample_Project_SOW.pdf

STATEMENT OF WORK (SOW)

PAFB REPAIR ASPHALT ROAD

1-Jun-17

1. Project involves repair to Peterson Blvd per attached drawing. Contractor shall use the attached Autocad drawing for bidding purposes.

2. Replace existing 4 inch asphalt pavement with new asphalt. All existing pavement markings shall be reproduced for the new pavement. In the event existing markings do not comply with MUTCD requirements, MUTCD shall govern.

3. Replace existing 12 inch gravel base course with new compacted to 95 percent modified Proctor density.

4. Replace 500 linear feet of roll-over curb and 200 linear feet of barrier curb. Exact locations of curb to be replaced will be determined at the pre-construction meeting. Curb profiles shall match existing.

5. Replace two storm drain inlet/manholes and storm drain pipe between.

5.1. Purchase and install CDOT Type R storm water inlet manholes in place of existing.

Inlet shall be 4 foot wide.

5.2. Install new section of storm sewer. Existing 30 inch pipe to be removed is asbestos-cement. Contractor shall follow all Federal, State, and local regulations concerning handling and disposal of asbestos products. New pipe shall be 30 inch corrugated polyethylene (CPE) pipe between new manholes per drawings. Follow pipe manufacturer’s recommendations for installation.

6. Construct a new handicap sidewalk ramp at the location shown on the drawings.

7. Contractor is responsible for all traffic controls. A traffic control plan shall be submitted for approval by the Government. Two-way traffic on Peterson Blvd shall be maintained at all times.

8. All concrete shall be the following, unless noted otherwise: 4,500 psi compressive strength, air entrainment from 4 to 7 percent, water cement ratio of .45 or less.

9. Existing grade of road shall be retained.

10. The contractor is responsible for sampling and testing to ensure compliance with this statement of work.

11. Landscaping: Disturbed areas of grass shall be sodded. Existing trees required to be removed for work shall be replaced with like kind. Spading of trees is not allowed.

SECTION 32 11 23 Page 1

PAFB SECTION 32 11 23

AGGREGATE BASE COURSE

04/17

1. GENERAL

1.1. References: The following reference form a part of this specification as referenced.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS (AASHTO)

AASHTO T 180 (2015) Standard Method of Test for Moisture-Density Relations of Soils Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop

AASHTO T 224 (2010) Standard Method of Test for Correction for Coarse Particles in the Soil Compaction Test ASTM INTERNATIONAL (ASTM)

ASTM C117 (2013) Standard Test Method for Materials Finer than 75-um (No. 200) Sieve in Mineral Aggregates by Washing

ASTM C127 (2015) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate

ASTM C128 (2015) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Fine Aggregate

ASTM C131/C131M (2014) Standard Test Method for Resistance to Degradation of Small- Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM C136/C136M (2014) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C29/C29M (2016) Standard Test Method for Bulk Density ("Unit Weight") and Voids in Aggregate

ASTM C88 (2013) Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate

ASTM D1556/D1556M (2015; E 2016) Standard Test Method for Density and Unit Weight of Soil in Place by Sand-Cone Method

ASTM D1557 (2012; E 2015) Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3) (2700 kN-m/m3)

ASTM D2167 (2015) Density and Unit Weight of Soil in Place by the Rubber Balloon Method

ASTM D2487 (2011) Soils for Engineering Purposes (Unified Soil Classification System)

ASTM D422 (1963; R 2007; E 2014; E 2014) Particle-Size Analysis of Soils

ASTM D4318 (2010; E 2014) Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D5821 (2013) Standard Test Method for Determining the Percentage of Fractured

SECTION 32 11 23 Page 2

Particles in Coarse Aggregate

ASTM D6938 (2015) Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

ASTM D75/D75M (2014) Standard Practice for Sampling Aggregates

ASTM E11 (2015) Wire Cloth and Sieves for Testing Purposes

1.2. Submittals:

Sieve analysis

Atterberg limits

Proctor analysis

In-place density

2. PRODUCTS

2.1. Aggregates: Provide aggregate consisting of clean, sound, durable particles of crushed stone, crushed slag, crushed gravel, angular sand, or other approved material. Aggregate shall be free of lumps of clay, organic matter, and other objectionable materials or coatings.

Material shall be free of silt and clay as defined by ASTM D2487, organic matter, and other objectionable materials or coatings.

2.2. Coarse Aggregate: Provide coarse aggregates with angular particles of uniform density.

When the coarse aggregate is supplied from more than one source, aggregate from each source shall meet the specified requirements and shall be stockpiled separately. Coarse aggregate shall not show more than 40 percent loss when subjected to the Los Angeles abrasion test in accordance with ASTM C131/C131M. Coarse aggregate shall not exhibit a loss greater than 18 percent weighted average, at five cycles, when tested for soundness in magnesium sulfate, or 12 percent weighted average, at five cycles, when tested in sodium sulfate in accordance with ASTM C88. The amount of flat and elongated particles shall not exceed 20 percent for the fraction retained on the 1/2 inch sieve nor 20 percent for the fraction passing the 1/2 inch sieve. A flat particle is one having a ratio of width to thickness greater than 3; an elongated particle is one having a ratio of length to width greater than 3.

In the portion retained on each sieve specified, the crushed aggregate shall contain at least 90 percent by weight of crushed pieces having two or more freshly fractured faces determined in accordance with ASTM D5821. When two fractures are contiguous, the angle between planes of the fractures must be at least 30 degrees in order to count as two fractured faces.

2.3. Fine Aggregate: Fine aggregates shall be angular particles of uniform density. When the fine aggregate is supplied from more than one source, aggregate from each source shall meet the specified requirements. Provide fine aggregate consisting of angular particles produced by crushing stone, slag, or gravel that meets the requirements for wear and soundness. The fine aggregate shall contain at least 90 percent by weight of particles having two or more freshly fractured faces in the portion passing the No. 4 sieve and retained on the No. 10 sieve, and in the portion passing the No. 10 sieve and retained on the No. 40 sieve.

2.4. Gradation Requirements: Base course shall comply with Colorado Department of Transportation (CDOT) gradation for Class 6 base course.

SECTION 32 11 23 Page 3

2.5. Liquid Limit And Plasticity Index: Apply liquid limit and plasticity index requirements to the completed course and to any component that is blended to meet the required gradation.

The portion of any component or of the completed course passing the No. 40 sieve shall be either nonplastic or have a liquid limit not greater than 25 and a plasticity index not greater than 5.

3. EXECUTION

3.1. Preparation: Prior to constructing the base course, the underlying course or subgrade shall be cleaned of all foreign substances. At the time of construction of the base course, the underlying course shall contain no frozen material. The surface of the underlying course or subgrade shall meet specified compaction and surface tolerances. Ruts or soft yielding spots in the underlying courses, areas having inadequate compaction, and deviations of the surface from the requirements set forth herein shall be corrected by loosening and removing soft or unsatisfactory material and by adding approved material, reshaping to line and grade, and recompacting to specified density requirements.

3.2. Grade Control: The finished and completed base course shall conform to the lines, grades, and cross sections shown. Underlying material shall be excavated and prepared at sufficient depth for the required base course thickness so that the finished base course and the subsequent surface course will meet the designated grades.

3.3. Compaction: Compact each layer of the base course as specified. Maintain water content during the compaction procedure.

3.4. Thickness: Construct the compacted thickness of the base course as indicated. No individual layer shall be thicker than 6 inches nor be thinner than 3 inches in compacted thickness. The total compacted thickness of the base course shall be within 1/2 inch of the thickness indicated. Where the measured thickness is more than 1/2 inch deficient, correct such areas by scarifying, adding new material of proper gradation, reblading, and recompacting as directed. Where the measured thickness is more than 1/2 inch thicker than indicated, the course shall be considered as conforming to the specified thickness requirements. Average job thickness shall be the average of all thickness measurements taken for the job, but shall be within 1/4 inch of the thickness indicated.

3.5. Proof Rolling: Proof rolling shall consist of a heavy pneumatic-tired roller having four or more tires, each loaded to a minimum of 30,000 pounds and inflated to a minimum of 125 psi. Apply proof rolling to the subgrade. Maintain water content of the subgrade at optimum or at the percentage directed from start of compaction to completion of proof rolling of that layer. Any subgrade that produces unsatisfactory results by proof rolling shall be removed and replaced with satisfactory materials, recompacted and proof rolled to meet these specifications. The Contractor shall assume that 10 percent of subgrade area to a depth of 12 inches shall require replacement for bidding purposes. If additional subgrade requires replacement, the Contractor shall stop work and notify the Contracting Officer immediately.

3.6. Finishing: The surface of the top layer of base course shall be finished after final compaction by cutting any overbuild to grade and rolling with a steel-wheeled roller. Thin layers of material shall not be added to the top layer of base course to meet grade. If the elevation of the top layer of base course is 1/2 inch or more below grade, then the top layer should be scarified to a depth of at least 3 inches and new material shall be blended in and compacted to bring to grade. Adjustments to rolling and finishing procedures shall be made as directed to minimize segregation and degradation, obtain grades, maintain moisture content, and insure an acceptable base course. Should the surface become rough, corrugated, uneven in texture, or traffic marked prior to completion, the unsatisfactory

SECTION 32 11 23 Page 4 portion shall be scarified, reworked and recompacted or it shall be replaced as directed.

3.7. Smoothness: The surface of the top layer shall show no deviations in excess of 3/8 inch when tested with a 12 foot straightedge. Take measurements in successive positions parallel to the centerline of the area to be paved. Measurements shall also be taken perpendicular to the centerline at 50 foot intervals. Deviations exceeding this amount shall be corrected by removing material and replacing with new material, or by reworking existing material and compacting it to meet these specifications.

3.8. Traffic: Completed portions of the base course may be opened to limited traffic, provided there is no marring or distorting of the surface by the traffic. Heavy equipment shall not be permitted except when necessary to construction, and then the area shall be protected against marring or damage to the completed work.

3.9. Maintenance: Maintain the base course in a satisfactory condition until the full pavement section is completed and accepted. Maintenance shall include immediate repairs to any defects and shall be repeated as often as necessary to keep the area intact.

3.10. Disposal Of Unsatisfactory Materials: Dispose of any unsuitable materials that must be removed of base. No additional payments will be made for materials that must be replaced.

3.11. Quality Control: Contractor shall perform the following in-place density tests. The frequency of testing is a minimum. The Contractor may perform more if necessary to meet specifications.

3.11.1. Scarification/Recompaction of Subgrade:

- Proctor field sample of in-situ material = 1 per 10,000 sf

- Proctor density lab test of field sample = Each sample taken

- Nuclear density in field = at location of field sample taken

3.11.2. Sub-base and Base Course:

- nuclear density in field = 1 per 10,000 sf per lift

--End of Section--

SECTION 32 12 16 Page 1

SECTION 32 12 16

ASPHALT PAVEMENTS

8 Mar 17

PART 1 GENERAL

1.1 REFERENCES

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

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 156 (2013) Standard Specification for Requirements for Mixing Plants for Hot-Mixed, Hot-Laid Bituminous Paving Mixtures

AASHTO M 320 (2010; 2015) Standard Specification for Performance-Graded Asphalt Binder

ASPHALT INSTITUTE (AI)

AI MS-2 (2015) Asphalt Mix Design Methods

AI MS-22 (2001; 2nd Ed) Construction of Hot-Mix Asphalt Pavements

AI SP-2 (2001; 3rd Ed) Superpave Mix Design ASTM INTERNATIONAL (ASTM) ASTM C117 (2013) Standard Test Method for Materials Finer than 75-um (No. 200) Sieve in Mineral Aggregates by Washing

ASTM C1252 (2006) Standard Test Methods for Uncompacted Void Content of Fine Aggregate (as Influenced by Particle Shape, Surface Texture, and Grading)

ASTM C127 (2015) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate

ASTM C128 (2015) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Fine Aggregate

ASTM C131/C131M (2014) Standard Test Method for Resistance to Degradation of Small- Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM C136/C136M (2014) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C142/C142M (2010) Standard Test Method for Clay Lumps and Friable Particles in Aggregates

ASTM C29/C29M (2016) Standard Test Method for Bulk Density ("Unit Weight") and Voids in Aggregate

ASTM C566 (2013) Standard Test Method for Total Evaporable Moisture Content of Aggregate by Drying

ASTM C88 (2013) Standard Test Method for Soundness

SECTION 32 12 16 Page 2 of Aggregates by Use of Sodium Sulfate or Magnesium

Sulfate

ASTM D140/D140M (2015) Standard Practice for Sampling Bituminous Materials

ASTM D1461 (2011) Moisture or Volatile Distillates in Bituminous Paving Mixtures

ASTM D2041/D2041M (2011) Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures

ASTM D2172/D2172M (2011) Quantitative Extraction of Bitumen from Bituminous Paving Mixtures

ASTM D2419 (2014) Sand Equivalent Value of Soils and Fine Aggregate

ASTM D242/D242M (2009; R 2014) Mineral Filler for Bituminous Paving Mixtures

ASTM D2489/D2489M (2008) Estimating Degree of Particle Coating of Bituminous- Aggregate Mixtures

ASTM D2726/D2726M (2014) Bulk Specific Gravity and Density of Non-Absorptive Compacted Bituminous Mixtures

ASTM D2950/D2950M (2014) Density of Bituminous Concrete in Place by Nuclear Methods

ASTM D3381/D3381M (2013) Viscosity-Graded Asphalt Cement for Use in Pavement Construction

ASTM D3665 (2012) Random Sampling of Construction Materials

ASTM D3666 (2013) Standard Specification for Minimum Requirements for Agencies Testing and Inspecting Road and Paving Materials

ASTM D4125/D4125M (2010) Asphalt Content of Bituminous Mixtures by the Nuclear Method

ASTM D4791 (2010) Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate

ASTM D4867/D4867M (2009; R 2014) Effect of Moisture on Asphalt Concrete Paving Mixtures

ASTM D5444 (2015) Mechanical Size Analysis of Extracted Aggregate

ASTM D6307 (2010) Asphalt Content of Hot Mix Asphalt by Ignition Method

ASTM D6925 (2014) Standard Test Method for

SECTION 32 12 16 Page 3

Preparation and Determination of the Relative Density of Hot Mix Asphalt (HMA) Specimens by Means of the Superpave Gyratory Compactor

ASTM D6926 (2010) Standard Practice for Preparation of Bituminous Specimens Using Marshall Apparatus

ASTM D6927 (2015) Standard Test Method for Marshall Stability and Flow of Bituminous Mixtures

ASTM D946/D946M (2015) Penetration-Graded Asphalt Cement for Use in Pavement Construction

STATE OF CALIFORNIA DEPARTMENT OF TRANSPORTATION (CALTRANS)

CTM 526 (2002) Operation of California Profilograph and Evaluation of Profiles

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 171 (1995) Standard Test Method for Determining Percentage of Crushed Particles in Aggregate

1.2 SUBMITTALS

Asphalt Plant Mix Design

1.3 ENVIRONMENTAL REQUIREMENTS

Do not place the hot-mix asphalt upon a wet surface or when the surface temperature of the underlying course is less than specified in Table 1.3. The temperature requirements may be waived by the Contracting Officer, if requested; however, meet all other requirements, including compaction.

Table 1.3 Surface Temperature Limitations of Underlying Course

Mat Thickness, inches Degrees F

3 or greater 40

Less than 3 45

PART 2 PRODUCTS

2.1 AGGREGATES

Provide aggregates consisting 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. Submit all aggregate test results to the Contracting Officer at least 14 days prior to start of construction.

2.1.1 Coarse Aggregate

SECTION 32 12 16 Page 4

Provide coarse aggregate consisting 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. All individual coarse aggregate sources shall meet the following requirements:

The percentage of loss shall not be greater than 40 percent after 500 revolutions when tested in accordance with ASTM C131/C131M.

The percentage of loss shall not be greater than 18 percent after five cycles when tested in accordance with ASTM C88 using magnesium sulfate or 12 percent when using sodium sulfate.

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.

The particle shape shall be essentially cubical and the aggregate shall not contain more than 20 percent percent, by weight, of flat and elongated particles (3:1 ratio of maximum to minimum) when tested in accordance with ASTM D4791.

Slag shall be air-cooled, blast furnace slag, with a compacted weight of not less than 75 lb/cu ft when tested in accordance with ASTM C29/C29M.

Clay lumps and friable particles shall not exceed 0.3 percent, by weight, when tested in accordance with ASTM C142/C142M.

2.1.2 Fine Aggregate

Fine aggregate shall consist of clean, sound, tough, durable particles free from coatings of clay, silt, or any objectionable material and containing no clay balls.

All individual fine aggregate sources shall have a sand equivalent value not less than 45 when tested in accordance with ASTM D2419.

The fine aggregate portion of the blended aggregate shall have an uncompacted void content not less than 45.0 percent when tested in accordance with ASTM C1252 Method A.

The quantity of natural sand (noncrushed material) added to the aggregate blend shall not exceed 25 percent by weight of total aggregate.

Clay lumps and friable particles shall not exceed 0.3 percent, by weight, when tested in accordance with ASTM C142/C142M

2.1.3 Mineral Filler

Mineral filler shall be nonplastic material meeting the requirements of ASTM D242/D242M.

2.1.4 Aggregate Gradation

All aggregate for asphalt pavement for roads shall be Colorado Department of Transportation (CDOT) grade SX, per the 2011 CDOT Specifications.

2.2 MIX DESIGN

SECTION 32 12 16 Page 5

Asphalt Binder PG 58-28

Air Voids @ Nini (%) > 11.0

Air Voids, Final (%) 3 to 5

Design Gyrations, Ndes 75

Hveem Stability, CP-L 5106 30 min.

Voids Filled w/Asphalt, VFA, MS-2

65 – 75

Lottman, Tensile Strength Ratio,% Retained CP-L 5109 (Optimum AC)

80 min.

Lottman, Dry Tensile Strength, PSI, CP-L 5109

30 min.

2.3 RECYCLED HOT MIX ASPHALT

Reclaimed Asphalt Pavement (RAP) can be used up to 30 percent as long as the resulting recycled mix meets all requirements that are specified for virgin mixtures.

PART 3 EXECUTION

3.1 PREPARATION OF THE UNDERLYING SURFACE

Immediately before placing the hot mix asphalt, clean the underlying surface of dust and debris. A prime coat is not required for the aggregate base course or subgrade. Apply a tack coat between asphalt lifts.

3.2 COMPACTION OF MIXTURE

After placing, the mixture shall be thoroughly and uniformly compacted by rolling. Compact the surface as soon as possible without causing displacement, cracking or shoving. Any mixture that becomes loose and broken, mixed with dirt, contains check-cracking, or is in any way defective shall be removed full depth, replaced with fresh hot mixture and immediately compacted to conform to the surrounding area. This work shall be done at the Contractor's expense. Skin patching will not be allowed.

3.3 JOINTS

3.3.1 The formation of joints shall be performed ensuring a continuous bond between the courses and to obtain the required density. All joints shall have the same texture as other sections of the course and meet the requirements for smoothness and grade.

3.3.2 Longitudinal joints which are irregular, damaged, uncompacted, cold (less than 175 degrees F at the time of placing adjacent lanes), or otherwise defective, shall be cut back a maximum of 3 inches from the top of the course with a cutting wheel to expose a clean, sound vertical surface for the full depth of the course. All cutback material shall be removed from the project. All contact surfaces shall be given a light tack coat of asphalt material prior to placing any fresh mixture against the joint. The Contractor will be allowed to use an

SECTION 32 12 16 Page 6 alternate method if it can be demonstrated that density, smoothness, and texture can be met.

3.4 QUALITY CONTROL

The Contractor shall provide the following quality control actions:

3.4.1 Check the temperature of the asphalt as it is being laid at least four times per lot to determine the temperature at the job site. Verify the minimum temperature based on asphalt supplier’s recommendations. Log these temperatures with time and date of test and provide a copy of the log to the Contracting Officer at the end of each day’s paving operation. If any lot of asphalt is below the recommended temperature, stop operation and remove that lot from the project site. Any additional asphalt required to replace unacceptable temperature conditions shall be supplied by the Contractor at no additional cost to the Government.

3.4.2 In-Place Density

Conduct nuclear density tests per ASTM D2950 to ensure the specified density is achieved.

Perform at least 1 test per 10,000 square feet per lift. Asphalt that fails to meet minimum density requirements shall be saw cut, removed, and new asphalt placed at no additional cost to the Government.

3.4.3 Grade

The final wearing surface of pavement shall conform to the elevations and cross sections shown on the contract drawings or match original surface for repair projects, and shall vary not more than 0.05 foot from the plan grade established and approved at site of work. Finished surfaces at juncture with other pavements shall coincide with finished surfaces of abutting pavements. Deviation from the plan elevation will not be permitted in areas of pavements where closer conformance with planned elevation is required for the proper functioning of drainage and other appurtenant structures involved. The grade will be determined by running lines of levels at intervals of 25 feet or less longitudinally and transversely to determine the elevation of the completed pavement surface. Diamond grinding may be used to remove high spots to meet grade requirements. Skin patching for correcting low areas or planing or milling for correcting high areas will not be permitted.

3.4.4 Surface Smoothness

The finished surfaces of the pavements shall have no abrupt change of 1/4 inch or more and shall be within the tolerances of 1/4 inch in both the longitudinal and transverse directions when tested with a 12 foot straightedge inspected and approved by the Contracting Officer.

3.5 Pavement Markings

Follow the requirements of specification PAFB 32 17 24. Once the new pavement is capable of supporting traffic, the Contractor shall install temporary traffic markings that will last until final markings are applied.

-- End of Section --

SECTION 32 17 24 Page 1

SECTION 32 17 24

PAVEMENT MARKINGS

2-Feb-15

PART 1 GENERAL

1.1 REFERENCES

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

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 247 (2013) Standard Specification for Glass

Beads Used in Pavement Markings

ASTM INTERNATIONAL (ASTM)

ASTM D4505 (2012) Preformed Retroflective Pavement Marking Tape for Extended Service Life

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

FS TT-B-1325 (Rev D; Notice 1) Beads (Glass Spheres)

Retro-Reflective (Metric)

FS TT-P-1952 (Rev E) Paint, Traffic and Airfield Markings, Waterborne

1.2 SUBMITTALS

Product Data

Certificates, Volatile Organic Compound (VOC)

1.3 ENVIRONMENTAL REQUIREMENTS

Pavement surface shall be free of snow, ice, or slush. Surface temperature shall be at least 40 degrees F and rising at the beginning of operations, except those involving shot or sand blasting. Operation shall cease during rainfall, except for waterblasting and removal of previously applied chemicals. Waterblasting shall cease where surface water accumulation alters the effectiveness of material removal.

PART 2 PRODUCTS

2.1 PAINT

The paint shall be homogeneous, easily stirred to smooth consistency, and shall show no hard settlement or other objectionable characteristics during a storage period of 6 months. Paints for airfields, roads, parking areas, and streets shall conform to FS TT-P-1952, color as indicated. Pavement marking paints shall comply with applicable state and local laws enacted to ensure compliance with Federal Clean Air Standards. Paint materials shall conform to the restrictions of the local Air Pollution Control District.

SECTION 32 17 24 Page 2

2.2 PREFORMED TAPE

The preformed tape shall be an adherent reflectorized strip in accordance with ASTM D4505 Type I or IV, Class optional.

2.3 REFLECTIVE MEDIA

Reflective media for airfields shall conform to FS TT-B-1325, Type I, Gradation A. Reflective media for roads and streets shall conform to FS TT-B-1325, Type I, Gradation A or AASHTO M 247, Type I.

PART 3 EXECUTION

3.1 SURFACE PREPARATION

Thoroughly clean surfaces to be marked before application of the pavement marking material. Dust, dirt, and other granular surface deposits shall be removed by sweeping, blowing with compressed air, rinsing with water or a combination of these methods as required. Rubber deposits, surface laitance, existing paint markings, and other coatings adhering to the pavement shall be completely removed with scrapers, wire brushes, waterblasting, or mechanical abrasion as directed. Areas of old pavement affected with oil or grease shall be scrubbed with several applications of trisodium phosphate solution or other approved detergent or degreaser, and rinsed thoroughly after each application. After cleaning, oil-soaked areas shall be sealed with cut shellac to prevent bleeding through the new paint. Pavement surfaces shall be allowed to dry, when water is used for cleaning, prior to striping or marking. Surfaces shall be recleaned, when work has been stopped due to rain.

3.1.1 Cleaning Existing Pavement Markings

In general, markings shall not be placed over existing pavement marking patterns. Remove existing pavement markings, which are in good condition but interfere or conflict with the newly applied marking patterns. Deteriorated or obscured markings that are not misleading or confusing or interfere with the adhesion of the new marking material do not require removal. New preformed pavement markings shall not be applied over existing preformed markings. Whenever removal operations are performed the work must be conducted in such a manner that the finished pavement surface is not damaged or left in a pattern that is misleading or confusing. When these operations are completed the pavement surface shall be blown off with compressed air to remove residue and debris resulting from the cleaning work.

3.1.2 Cleaning Concrete Curing Compounds

On new portland cement concrete pavements, cleaning operations shall not begin until a minimum of 30 days after the placement of concrete. All new concrete pavements shall be cleaned by water blasting. When water blasting is performed, preformed markings shall be applied no sooner than 24 hours after the blasting has been completed. The extent of the blasting work shall be to clean and prepare the concrete surface as follows:

a. There is no visible evidence of curing compound on the peaks of the textured concrete surface.

b. There are no heavy puddled deposits of curing compound in the valleys of the textured concrete surface.

SECTION 32 17 24 Page 3

c. All remaining curing compound is intact; all loose and flaking material is removed.

d. The peaks of the textured pavement surface are rounded in profile and free of sharp edges and irregularities.

e. The surface to be marked is dry.

3.2 APPLICATION

All pavement markings and patterns shall be placed as shown on the plans.

3.2.1 Paint

Paint shall be applied to clean, dry surfaces, and only when air and pavement temperatures are above 40 degrees F and less than 95 degrees F.

Paint temperature shall be maintained within these same limits. New asphalt pavement surfaces and new Portland concrete cement shall be allowed to cure for a period of not less than 30 days before applications of paint, unless approved otherwise by the Government. Paint shall be applied pneumatically with approved equipment at rate of coverage specified. Provide guide lines and templates as necessary to control paint application. Special precautions shall be taken in marking numbers, letters, and symbols. Edges of markings shall be sharply outlined.

3.2.1.1 Rate of Application

a. Reflective Markings: Pigmented binder shall be applied evenly to the pavement area to be coated at a rate of 105 plus or minus 5 square feet/gallon. Glass spheres shall be applied uniformly to the wet paint on airfield pavement at a rate of 1.08, plus or minus 0.5 pounds of glass spheres per gallon of paint, and on road and street pavement at a rate of 0.76 plus or minus 0.5 pounds of glass spheres per gallon of paint.

b. Nonreflective Markings: Paint shall be applied evenly to the pavement surface to be coated at a rate of 105 plus or minus 5 square feet/gallon.

3.2.1.2 Drying

The maximum drying time requirements of the paint specifications will be strictly enforced to prevent undue softening of bitumen, and pickup, displacement, or discoloration by tires of traffic. If there is a delay in drying of the markings, painting operations shall be discontinued until cause of the slow drying is determined and corrected.

3.2 Preformed Tape

The pavement surface temperature shall be a minimum of 60 degrees F and the ambient temperature shall be a minimum of 60 degrees F and rising.

The preformed markings shall be placed in accordance with the manufacturer's written instructions.

3.3 Reflective Media

Application of reflective media shall immediately follow application of pigmented binder. Drop-on application of glass spheres shall be accomplished to insure that reflective media is evenly distributed at the specified rate of coverage. Should there be malfunction of either paint applicator or reflective media dispenser, operations shall be discontinued

SECTION 32 17 24 Page 4 immediately until deficiency is corrected.

-- End of Section --

D E S C R I P T I O N

M A R K

D A T E

S I Z E

D A T E

A N S I

D

X X

X X X

X X

P A F B

R E P A I R

A S P H A L T

R O A D

S I T E

P L A N

C-101

PROFESSIONAL SEAL

s t

S p a c e

W i n g

D e s i g n

F i r m

P e t e r s o n

A F B

C O

PROJECT

NORTH

SITE PLAN

SCALE: 1" = 100'

TRUE

NORTH

PAFB REPAIR ASPHALT ROAD - DRAWING