atch 1 2230 Crusher Agg Base Airfields.pdf

Crushed Aggregate Base Course for Airfields FA5000-12-R-0001 Attachment 1

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1. APPLICABLE PUBLICATIONS:

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

1. American Society for Testing and Materials (ASTM)

: C 88 Soundness of Aggregates C 117 Material Finer Than 76-um (No. 200) Sieve C 127 Spec Gravity and Absorption of Coarse Aggregate C 128 Spec Gravity and Absorption of Fine Aggregate C 131 The Los Angeles Abrasion Machine C 136 Sieve Analysis of Fine and Coarse Aggregates D 75 Sampling Aggregates D 422 Particle-Size Analysis of Soils D 1556 Density by Sand Cone Method D 1557 Modified Proctor D 2167 Rubber Balloon Method D 2487 Classification of Soils D 2922 Density by Nuclear Method D 4318 Liquid Limit, Plastic Limit, Plasticity Index E 11 Wire-Cloth Sieves for Testing Purposes.

2. DEFINITIONS:

2.1 Degree of compaction required is expressed as a percentage of the maximum dry density obtained by the test procedure presented in ASTM D 1557, Method D, (Modified Proctor) using a 6" diameter mold with 56 blows.

2.2 Coverage: Coverage is the application of one tire print over each point in the surface of the designated area.

3. ACCESS TO PLANT AND EQUIPMENT:

3.1 The government shall have access at all times to all parts of the crushing plant for checking adequacy of equipment in use; inspecting operation of plant; verifying weights, proportions, and character of materials: and checking temperatures maintained in preparation of mixtures.

4. OTHER EQUIPMENT:

4.1 All plant equipment, tools, and machines used in the work shall be capable of producing acceptable aggregates and be maintained in satisfactory working condition at all times.

5. OPERATION OF ON-BASE BORROW PIT: See specification section 1020 para 9.

6. AGGREGATES:

6.1 Aggregates shall consist of clean, sound, durable particles of crushed stone, or crushed gravel, and screenings. The Contractor shall be responsible for obtaining materials that meet the requirements specified herein and can be used to meet the grade and smoothness requirements specified herein, after all compaction and proof rolling operations have been completed. The aggregates shall be free of silt and clay as defined by ASTM D 2487 and vegetable matter, and other objectionable materials or coatings. The portion retained on the No. 4 sieve shall be known as coarse aggregate; that passing the No. 4 sieve shall be known as fine aggregate.

Pavements - IDIQ

FXSB 11-2102

Section 2230

Crushed Aggregate Base Course for Airfields

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Coarse Aggregate

6.2 Coarse aggregate

is the portion of materials passing the 1-1/2” sieve and retained on the # 4 sieve and shall consist of clean, sound, durable, angular particles produced by crushing gravel that meets the following requirements:

6.2.1 The crushed gravel retained on each coarser sieve, the #4 sieve, the 1/2” sieve, the 1” sieve, and the 1-1/2” sieve shall contain at least 90 percent by weight of crushed pieces having two or more freshly fractured faces with the area of each face being at least equal to 75 percent of the smallest midsectional area of the piece. When two fractures are contiguous, the angle between planes of the fractures shall be at least 30 degrees to count as two fractured faces.

6.2.2 Percentage of wear shall not exceed 50 after 500 revolutions as determined by ASTM C 131.

6.2.3 Percentage of loss shall not exceed 15 percent weighted average at five cycles when tested for soundness in magnesium sulfate as determined by ASTM C 88.

6.2.4 Crushed gravel shall be manufactured from gravel particles 90 percent of which by weight are retained on the 3/4 inch sieve

(minimum sieve size). Larger size sieve typically is required.

6.2.5 The percentage of flat and/or elongated particles shall not exceed 20 percent by weight in the fraction retained on the 1/2-inch sieve and in 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.

Fine Aggregate

6.3 Fine aggregate

is the portion of materials passing the # 4 sieve and retained on the # 200 sieve, and shall consist of clean, sound, durable, angular particles produced by crushing gravel that meets the following requirements:

6.3.1 The fine aggregate shall be manufactured by crushing gravel of which 95 percent by weight is retained on the #4 sieve.

6.3.2 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 #4 sieve and retained on the #40 sieve

6.3.3 Percentage of wear shall not exceed 50 after 500 revolutions as determined by ASTM C 131.

6.3.4 Percentage of loss shall not exceed 15 percent weighted average at five cycles when tested for soundness in magnesium sulfate as determined by ASTM C 88.

Gradations

6.4 Gradation requirements specified herein shall apply to the completed base course after undergoing the mixing, placing, compacting, and other operations. The aggregates shall have a maximum size of 1 1/2-inches for Gradation A and 1 inch for Gradation B and shall be graded continuously well within the limits specified in Table I. Sieves shall conform to ASTM E 11.

6.4.1 From the on-JBER gravel extraction sites, the contractor has the option of either Gradation A

2230- 3 or Gradation B as shown in Table I.

6.4.2 From the off-JBER gravel source, the contractor has the option of either Gradation A or Gradation B as shown in Table I.

6.4.3 The values are based on aggregates of uniform specific gravity, and the percentages passing the various sieves may require appropriate correction by the Government’s project engineer or designated representative when aggregates of varying specific gravities are used.

Drainage Layer

6.5 The drainage layer shall meet UFGS (Unified Facility Guide Spec) specification section 32 11 10, “Drainage Layer” and shall be asphalt cement PG 52-28 stabilized open graded material. The coarse pile from the airfield hot mix asphalt may be used for the drainage layer material.

TABLE I

Aggregate Gradation

AIRFIELD BASE COURSE

NOTE: Particles having diameters less than 0.02 millimeter shall not be in excess of 3.0 percent by weight of the total sample tested.

Job Mix Formula

6.6 Base Course Job-Mix-Formula (JMF)

6.6.1 The Contractor shall develop and submit a Job-Mix-Formula (JMF) for the base course to be approved by the Contracting Officer. The JMF will indicate the percentage of each aggregate stockpile and mineral filler, the percentage of each size aggregate, the percentage of aggregate passing each sieve, the maximum dry density (PCF), the optimum moisture content to attain maximum density, and the required dry density (PCF) in the field to attain 100.0 percent compaction. The JMF will be allowed to vary within reasonable limits. Tolerances are given in Table II.

GRADATION GRADATION

Sieve Sieve A B

Percent Percent Size Size Passing Passing

1 1/2" 37.5 mm 100 1" 25.0 mm 60-96 100

1/2" 12.5 mm 30-70 40-70 #4 4.75 mm 20-50 20-50 #10 2.0 mm 15-40 15-40 #40 .425 mm 5-25 5-25 #200 .075 mm 2-6 2-6

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6.6.2 The JMF shall provide the maximum dry density value which shall become the standard maximum dry density to measure the field test results against. All field areas tested shall meet or exceed the standard maximum dry density value and those field areas which fail to meet or exceed the designated standard maximum dry density value shall be either removed, reworked, and placed back down, or removed and replaced with new base course. Re-test all reworked or replaced areas.

If the base course area that fails to meet or exceed the designated standard maximum dry density is segregated see paragraph below on "Segregated Base Course".

6.6.3 The minimum acceptable value for the standard maximum dry density for the base course is

125 PCF.

TABLE II

JOB MIX TOLERANCES

6.6.4 Payment of Aggregate Gradation: The mean absolute difference (the absolute difference between the average of the field aggregate gradation and the base course JMF) of five consecutive lots of the field aggregate gradations from the base course JMF for each sieve size will be evaluated and compared with Table III. The percent payment based on aggregate gradation shall be the lowest value determined for any sieve size in Table III.

TABLE III

Percent Payment

AGGREGATE GRADATIONS

AIRFIELD BASE COURSE

NOTE (A): Contractor shall remove and replace the new base course at no additional cost to the Government. At the option of the government’s project engineer, the percent payment of 75 percent may be used in lieu of remove and replace when determined to be in the best interest of the

Material government.

Tolerance, Plus or Minus Aggregate Passing 3/4” thru #4 Sieves Aggregate Passing #10 thru #40 Sieves Aggregate Passing # 200 Sieve Standard Dry Density Field Density Compaction

6.0 Percent 4.0 Percent 2.0 Percent Not Less

than 125 PCF Not Less than 100.0%

Sieve Size 0.0% 2.0% 2.1% 4.0% 4.1% 6.0% 6.1% 7.0% 7.1% 8.0% Above 8.0%

#4 & Larger #8 thru #80 #100 to #200

100 100 100 100 100 90 100 98 (A) 98 95 (A) 95 90 (A) 90 (A)

(A)

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7. SAMPLING AND TESTING:

7.1 Sampling and testing shall be the responsibility of the Contractor. Sampling and testing shall be performed by an approved independent commercial testing laboratory. Tests shall be performed in sufficient number to insure that materials meet specified requirements as specified in paragraph TESTING REQUIREMENTS. Copies of test results shall be submitted to the government’s project engineer / project inspector.

7.2 Samples for material gradation, liquid limit tests and plastic limit tests shall be taken in conformance with ASTM D 75. Density tests shall be taken as specified in ASTM D 1556 (Sand Cone) or ASTM D 2922 (Nuclear) or ASTM D2167 (Rubber Balloon) after the material has been placed and compacted. Samples required during production shall be the basis for approval of specific lots from the standpoint of all requirements except gradation, density, liquid limit, and plasticity index. The minimum size sample hole for the density test shall be 0.075 cu. ft. for 1-inch maximum particle size, and 0.85 cu. ft. for l 1/2-inch maximum particle size. The sampling of materials will be observed by the government’s project engineer / project inspector. Samples to be used as the basis for final approval in determining density, gradation, liquid limit, and plasticity index shall be obtained under observation of the government’s project engineer / project inspector.

7.3 Tests:

7.3.1 Sieve analyses shall be made in conformance with ASTM C 117, C 127, C 128, C 136, and D

422. Sieves shall conform to ASTM E 11.

7.3.2 Liquid limit and plasticity index shall be determined in accordance with ASTM D 4318.

7.3.3 Density Tests: Density shall be measured in the field in accordance with ASTM D 2922 (Nuclear Method), ASTM D 1556 (Sand Cone Method), or ASTM D 2167 (Rubber Balloon Method) as accepted by the government’s project engineer. Maximum density at optimum moisture content shall be determined in the laboratory in accordance with ASTM D 1557 (Modified Proctor). When the contractor is unable to attain 100% field density with the nuclear densiometer, then, the sand cone method or the water balloon method is recommended as an alternative method to measure in place density.

7.4 Approval of Material: The source of the material to be used for producing aggregates shall be selected well in advance of the time aggregates will be required in the work. Tentative approval of the source will be based on an inspection by the government’s project engineer / project inspector.

Tentative approval of the material will be based on results of samples from test pits, borings, or other excavations, or from samples of current production in the case of an existing producer. Final approval of material from the standpoint of gradation, density, liquid limit, and plasticity index shall be based on tests made on the completed base course layer. The completed base course layer is defined as a base course layer that is ready for the next layer or succeeding pavement.

8. EQUIPMENT:

8.1 All plant, equipment, tools, and machines used in the performance of the work shall be of the type normally used for the job at hand and shall be maintained in satisfactory working condition at all times. Submit all plant and equipment types to the Contracting Officer for approval.

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8.2 Blade graders shall have a wheelbase of not less than 15-feet, a blade of not less than 10-feet, and shall be self-propelled. The grader shall be capable of laying material without segregation across the full width of the lane to a uniform thickness and to a uniform loose density so that when compacted the layer or layers shall conform to thickness and grade requirements indicated. The government’s project engineer / project inspector may require a demonstration of the grader prior to approving use in performance of the work.

8.3 Compaction Equipment:

8.3.1 Heavy rubber-tired rollers for proof rolling shall be the type having four or more tires, each capable of being loaded to 30,000 pounds and inflated to a pressure of 75 p.s.i. minimum. Loading shall be equally distributed to all wheels, and tires shall be uniformly inflated. Towing equipment shall also be rubber tired. Alternate proof rolling equipment with lower tire pressures at the same loading may be required at the government’s project engineer's discretion.

8.3.2 Steel-wheeled rollers shall be self-propelled, three-wheel type, weighing not less than 10 tons, and having a minimum weight of 300 pounds per inch width of rear wheel. Wheels shall be equipped with adjustable scrapers. Use of vibratory rollers is optional. If pumping of the base course occurs the use of vibratory rollers shall be discontinued.

8.3.3 Tampers shall be of an approved mechanical type, operated by either pneumatic pressure or internal combustion, and shall have sufficient weight and striking power to produce the compaction required.

8.4 Hauling equipment shall consist of pneumatic-tired vehicles having dump bodies suitable for dumping materials in windrows or in spreading machines.

8.5 Mechanical spreader shall be self-propelled or attached to a propelling unit capable of moving the spreader and material truck. The device shall be steerable and shall have variable speeds forward and reverse. The spreader and propelling unit shall be carried on tracks, rubber tires, or drum-type steel rollers that will not disturb the sub-grade or sub-base. The spreader shall contain a hopper, an adjustable screed, and outboard bumper rolls and be designed to have a uniform, steady flow of material from the hopper. The spreader shall be capable of laying material without segregation across the full width of the lane to a uniform thickness and to a uniform loose density so that when compacted the layer or layers shall conform to thickness and grade requirements indicated. The government’s project engineer / project inspector may require a demonstration of the spreader prior to approving use in performance of the work.

8.6 Mixing plants shall be so designed and constructed as to thoroughly mix the coarse and fine aggregate and water without excessive degradation of the aggregates. Each plant shall have a capacity of not less than 100 tons of mixed material per hour.

8.7 Sprinkling equipment shall consist of tank trucks, pressure distributors, or other equipment designed to apply controlled quantities of water uniformly over variable widths of surface.

8.8 Miscellaneous Equipment: Tractors, windrow equalizers, and other equipment shall be of approved types, suitable for constructing crushed aggregate base courses.

9. STOCKPILING AND STORAGE OF MATERIAL:

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9.1 Prior to stockpiling of material, the storage site shall be cleared, drained, and leveled. Material shall be stockpiled in the manner and at the locations designated by the government’s project engineer / project inspector.

9.2 The coarse aggregate and fine aggregate shall be stockpiled in separate piles for use at the cold feed bins in individual stockpiles. Stockpile blending will not be authorized.

9.3 Place the aggregates in horizontal or gently sloping layers to minimize segregation. Keep the coarse aggregate separated from the fine aggregate. Blend the coarse and fine aggregates together in proper proportion just prior to the mixing operation.

9.4 When segregation occurs, blend the segregated materials together with the rest of the stockpile before the aggregate is delivered into cold feed bins.

9.5 Stockpile materials that cannot be properly blended for conformance to gradation specified shall be rescreened or reprocessed before use at the cold feed storage bins.

10. TEST STRIP:

10.1 Prior to the start of the placement of the base course, a quantity of the base course shall be prepared sufficient to construct a test section at least 200 feet long and two spreader widths wide and of the thickness to be used in the project. The location of the test section shall be as directed by the government’s project engineer / project inspector. The base course shall be placed, spread, and rolled with the same equipment to be used in the project and in accordance with requirements specified above. Each test section shall be tested for the density, the aggregate gradation, grade control, surface smoothness, & segregation problems and evaluated for compliance. The rolling pattern required to obtain the specified density shall be determined.

10.2 When tests indicate that the base course does not conform to specification requirements, necessary adjustments to plant operations, rolling procedures, or placement procedures shall be made immediately. Additional test sections, as directed, shall be constructed and tested until conformance to specifications occurs.

10.3 In no case shall the Contractor start placement of the base course without the consent of the government’s project engineer / project inspector. The test section(s) shall be placed at no additional cost to the Government.

11. WEATHER LIMITATIONS:

11.1 The base course shall be constructed when the atmospheric temperature is above 35 degrees F.

When the temperature falls below 35 degrees F, the Contractor shall protect all areas of completed base course against the detrimental effects of freezing.

11.2 Areas of completed base course that are damaged by freezing, rainfall, or other weather conditions shall be corrected to meet specified requirements.

12. PREPARATION OF EXISTING SUB-BASE OR BASE COURSE:

12.1 Prior to placing the new base course over the existing sub-base or existing base course, the existing sub-base or base course shall be cleaned of all foreign substances and shall contain no

2230- 8 frozen material. The surface of the existing sub-base or base course will be inspected by the Government’s project engineer / project inspector prior to placing the new base course. Ruts or soft yielding spots that appear in the existing sub-base or base course areas shall be removed & replaced with new base course material.

12.2 The top 6 inches of the entire existing sub-base shall be compacted to a maximum laboratory density of at least 98 percent of ASTM D 1557 (Modified Proctor). The top 6 inches of the entire existing base course shall be compacted to a maximum laboratory density of at least 100 percent of ASTM D 1557 (Modified Proctor).

12.3 For Runway and Taxiway Shoulders: The top 6 inches of the existing base course which remains in place after removal of the asphalt shoulders shall be compacted to a maximum laboratory density of at least 98 percent of ASTM D 1557 (Modified Proctor).

12.4 The finished existing sub-base or base course shall not be disturbed by traffic or other operations and shall be maintained by the Contractor in a satisfactory condition until the new base course is placed.

13. GRADE CONTROL:

13.1 During construction, the lines and grades including crown and cross slope indicated for the base course shall be maintained by means of line and grade stakes placed by the Contractor.

14. MIXING OF MATERIALS:

14.1 The coarse and fine aggregates shall be mixed in a stationary plant. The coarse and fine aggregates shall be proportioned by weight or by volume in such quantities that the specified gradation requirements shall be met after the base course has been placed and compacted.

Adjustments in percentages of coarse and fine aggregates shall be made by the contractor when so directed.

14.2 Water measured by weight or volume in approved quantities shall be incorporated during the mixing operation. Mixing operations shall produce satisfactory uniform blending. Discharge in trucks shall not produce segregation.

15. PLACING:

15.1 The new base course shall be placed on the prepared sub-base in layers of uniform thickness with an approved spreader. For smaller work areas, such as hardstands or paving lanes less than 1,000 LF, an approved grader may be used in lieu of the spreader. Coordinate the use of the grader with the government’s project engineer / project inspector.

15.2 When a compacted layer six inches or less in thickness is required, the material shall be placed in a single layer. When a compacted layer in excess of six inches is required, the material shall be placed in layers of equal thickness. No layer shall exceed six inches or be less than three inches when compacted. The layers shall be so placed that when compacted they will be true to the grades or levels required with the least possible surface disturbance.

15.3 The water content of the material shall be maintained during the placing period at the optimum water content percentage. Such adjustments in placing procedures or equipment shall be

2230- 9 made as may be directed to obtain true grades, to minimize segregation and degradation, to reduce or increase water content, and to insure a satisfactory base course.

16. COMPACTION:

16.1 Requirements: Each layer of base course shall be compacted as specified to produce a field-measured dry density, through the full depth, of at least 100.0 percent of the maximum dry density obtained in the laboratory IAW ASTM D 1557 (Modified Proctor). Water content shall be maintained during the compaction procedure and subsequent proof rolling of designated areas at the required percentage. The speed of the pneumatic-tired rollers used for compaction and/or proof rolling shall not exceed five m.p.h. In all places not accessible to the rollers, the base-course material shall be compacted with mechanical tampers.

16.2 Finishing Procedure: The surface of the top layer of the base course shall be finished after final compaction, and proof rolled, by cutting any overbuild to grade and rolling with a steel-wheeled roller. In no case will the addition of thin layers of material be added to the top layer of base course in order to meet grade. If the elevation of top layer of base course is 1/2-inch or more below the grade, the top layer of base shall be excavated and replaced with new material to a depth of at least three inches in compacted thickness. The new material shall then be compacted as above specified.

Adjustments in rolling and finishing procedures shall be made as may be directed to obtain true grades, to prevent segregation and degradation of base-course material, to reduce or increase water content, and to insure a satisfactory base course. Material found unsatisfactory shall be removed and replaced, as directed, with satisfactory material.

17. PROOF ROLLING:

17.1 Proof rolling of the base course shall be in addition to compaction specified above and shall consist of application of 10 passes of the heavy rubber-tired roller specified above, unless instructed otherwise by the project engineer. Proof rolling shall be applied to the top lift of layer on which the base course is laid and to each layer of the base course. Water content of the lift of the layer on which the base course is laid, and of each layer of the base course, shall be maintained at optimum water content from the start of compaction to the completion of proof rolling. Materials in the base course or underlying materials indicated unsatisfactory by the proof rolling shall be removed and replaced, as directed, with satisfactory materials.

18. EDGES OF BASE COURSE:

18.1 Without Side Forms: Approved material shall be placed along the edges of the base course in such quantity as will compact to the thickness of the course being constructed, or, when the course is being constructed in two or more layers, to the thickness of each layer of the course, allowing in each operation at least a one-foot width of the shoulder to be rolled and compacted, as directed, simultaneously with the rolling and compacting of each layer of the base course.

19. SMOOTHNESS TEST:

19.1 The surface of the top layer of the finished and completed base course shall not show deviations exceeding 3/8-inch when tested with a 12-foot straightedge applied parallel with and at right angles to the centerline of the paved area at 50 foot intervals maximum. Deviations exceeding 3/8-inch shall be corrected as directed.

20. THICKNESS CONTROL:

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20.1 The completed thickness of the base course shall be within 1/2 inch of the thickness indicated.

The thickness of the base course shall be measured at intervals providing at least 3 depth measurements per lot of 500 tons of base course placed. The depth measurement shall be made by test holes at least three inches in diameter.

20.2 Where the measured thickness of the base course is more than 1/2-inch deficient, such areas shall be corrected by excavating to the required depth and replacing with new material.

20.3 Where the measured thickness of the base course is 1/2-inch more than indicated, it will be considered as conforming to the requirements provided the surface of the base course is within 1/2-inch of established finished grade. The average base course thickness shall be the average of the base course measurements as specified above but within 1/2-inch of the thickness indicated.

20.4 When the average base course thickness exceeds the specified total thickness of the base course, the Contractor shall not be paid additional money for the additional base course thickness.

The maximum allowable payment is for the specified total thickness of the base course.

21. SEGREGATION OF THE BASE COURSE:

21.1 The contractor shall minimize segregation of the new base course. The contractor will be allowed to have segregation in the completed base course up to 10% maximum of the total surface area (SF) of the completed new base course.

21.2 Segregation of the new base course includes surface segregation (up to 2" deep) and full depth segregation

(up to 6" deep).

21.3 In the segregated areas of the new base course, the contractor shall perform additional gradation tests and density tests at the rate of 1 test per 2,500 SF of segregated material. The contractor shall develop either a new field proctor or a new lab proctor for the segregated areas.

21.3.1 All the segregated areas shall be compacted to 100% field density based on the maximum dry density of the new proctor for the segregated base course material in those areas.

21.4 The percent payment for the areas having segregated base course is 95% of the unit price for the new base course, unless accepted otherwise by the government’s project engineer / project inspector.

21.5 Segregated areas in the base course are identified by:

21.5.1 The base course surface has a coarse texture and is void of the majority of required fines.

21.5.2 The base course surface is easily disturbed and has insufficient binder material.

21.5.3 The base course cannot attain 100% density based on the standard maximum dry density for the base course and requires an additional lower standard maximum dry density to achieve 100% density in the segregated areas.

22. MAINTENANCE:

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22.1 The base course shall be maintained by the contractor in a satisfactory condition that will meet all specification requirements until accepted and the succeeding layers of new pavement have been placed.

23. MINIMUM COMPACTION:

23.1 Tests specified in Paragraph, TESTING REQUIREMENTS shall be performed by the Contractor at the locations selected by the Government’s project engineer / project inspector by the ASTM approved Random Testing method.

23.2 The Contractor shall re-compact and retest failed areas until the specified degree of compaction is obtained. When the specified degree of compaction cannot be obtained, the failed areas shall be either removed, reworked, and placed back down, or removed and replaced with new material which meets the base course JMF.

23.3 The Contractor will submit a plan showing the location of each test before the base course will be approved. The record of each test shall reflect the type of test procedure, the unit weight of the standard maximum dry density and the in-place unit weight of the compacted base course. The record shall also reflect the firm or person that performed the test, the project title and contract number.

23.4 The area referred to hereinafter, which determines the minimum number of tests required, shall be an area that is compacted in one continuous operation.

23.5 The contracting officer or designated representative reserves the right to direct the contractor to sample and test any area which appears to deviate from the specification requirements which includes areas with surface segregation and full depth segregation. Testing in these areas will be in addition to the required testing. Any material that is deficient in quality shall be rejected at the point the deficiency is determined. Additional testing will be at no additional cost to the government.

24. INDEPENDENT QUALITY CONTROL (IQC):

The IQC shall establish and maintain quality control of the work covered under this section for each delivery order with new base course or existing base course line items to ensure compliance with the contract requirements, including but not limited to the items listed below:

24.1 Sampling of aggregates is as specified.

24.2 Gradations of aggregates are within specified limits and verified by mechanical analysis tests.

24.3 Mixing and placing of materials to minimize segregation and degradation of materials are as specified. Segregation will be tolerated up to 10% of the new base course area.

24.4 Rolling of material are as specified.

24.5 Moisture content of materials is controlled to allow proper compaction of materials and compactive effort is as specified.

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24.6 Thickness control measurements and smoothness tests for new base course are properly taken and recorded.

24.7 Atmospheric temperature is as specified when material is placed.

24.8 IQC shall make sure that all gradation and density tests performed on the completed base course are performed under his supervision.

24.9 All gradation and density test results shall be submitted to the government’s project engineer / project inspector for evaluation not later than 1600 hours the following work day.

24.10 IQC shall make sure that no asphalt paving work is started until the base course has been inspected and accepted by the Government’s project engineer / project inspector and that all gradation, density, smoothness and thickness test results for the base course have been submitted and accepted by the Government’s project engineer / project inspector.

24.11 The coarse aggregate stockpile and the fine aggregate stockpile are maintained as separate stockpiles and as specified to prevent segregation of various sized aggregates.

24.12 The IQC shall be responsible for resolving segregation problems and other base course surface problems during the lay-down process and the IQC has the authority to stop the base course lay-down operation until the contractor resolves the segregation problems and other base course surface problems.

24.13 The services of the IQC are in the line item “IQC for base Course/Sub-base Testing”. The required lots or sub-lots for quality control or inspection on each work area for the new base course and the existing base course will be delineated on the issued delivery order calls. See 1020-14 for additional IQC requirements.

25. TESTING REQUIREMENTS:

New BASE Course

25.1 The aggregate gradation tests and the density tests shall be performed on the new base course per lift in a lot size as indicated below:

25.1.1 The aggregate gradation tests shall be performed in the field on the new base course at the rate of 1 field gradation test per 1,000 tons

25.1.2 The aggregate density tests shall be performed in the field on the new base course at the rate of 2 field density tests per 500 tons

25.1.3 The aggregate gradation tests and density tests on the new base course are included in the line item “BASE Course/Sub-base Testing”.

Existing Base Course

25.2 The aggregate gradation tests and density tests shall be performed on the existing base course per top 6” lift in a lot size as indicated below:.

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25.2.1 The aggregate gradation tests shall be performed in the field on the existing base course at the rate of 1 field gradation test per 5,000 SY

25.2.2 The aggregate density tests shall be performed in the field on the existing base course at the rate of 2 field density tests per 2,500 SY

25.2.3 The aggregate gradation tests and density tests on the existing base course are in the line item “BASE Course/Sub-base Testing”.

25.3 Perform gradation tests and fracture count tests on the fine and coarse aggregate off the cold feed belts during the new base course aggregate production at the rate of one test per 500 tons

(minimum) of aggregate processed. Provide to the government’s project engineer / project inspector for evaluation. This is part of the crusher quality control.

25.4 Perform gradation tests on the borrow pit material, prior to mining, to be used as the new base course aggregate at the rate of one test per 2,000 tons

(minimum) of aggregate processed. Provide this data to the government’s project engineer / project inspector for evaluation.

25.5 When segregation of the base course is occurring, at the request of the government’s project engineer / project inspector, the IQC shall perform gradation tests on the new base course aggregate stockpiles at the rate of one gradation test per 2,000 tons

(minimum) of aggregate processed. Provide this data to the government’s project engineer / project inspector for evaluation.

26. UNIT OF MEASUREMENT AND PAYMENT: Per the Bid Schedule and Section 1020.

End of Section