ETL09-2.pdf

DEPARTMENT OF THE AIR FORCE

HEADQUARTERS AIR FORCE CIVIL ENGINEER SUPPORT AGENCY

11 MAR 2009

APPROVED FOR PUBLIC RELEASE: DISTRIBUTION UNLIMITED

FROM: HQ AFCESA/CEOA

139 Barnes Drive, Suite 1 Tyndall AFB FL 32403-5319

SUBJECT: Engineering Technical Letter (ETL) 09-2: Contingency Airfield

Pavement Specifications

1. Purpose. This ETL provides specifications for construction of contingency airfields.

This ETL supersedes ETL 01-6, Contingency Airfield Pavement Specifications, 12 June 2001.

2. Application. Requirements of this ETL are voluntary but are highly recommended to improve quality of construction.

2.1. Authority: Unified Facilities Criteria (UFC) 3-260-02, Airfield Pavement Design.

2.2. Effective Date: Immediately.

2.3. Intended Users:

• Base civil engineers (BCE) and other units responsible for design of contingency airfield pavements.

• Air Force major command (MAJCOM) engineers.

• Rapid Engineers Deployable - Heavy Operations Repair Squadron Engineers

(RED HORSE) units responsible for design and construction of contingency airfields.

2.4. Coordination: MAJCOM pavement engineers.

3. Referenced Publications.

3.1. Air Force:

• Engineering Technical Letter (ETL) 97-2, Maintenance and Repair of Rigid

Airfield Pavement Surfaces, Joints, and Cracks, with Change 1

• ETL 97-5, Proportioning Concrete Mixtures with Graded Aggregates for Rigid

Airfield Pavements, with Change 1

• ETL 04-2, Standard Airfield Pavement Marking Schemes, with Change 1

• ETL 07-8, Spall Repair of Portland Cement Concrete (PCC) Airfield

Pavements in Expeditionary Environments

• ETL 08-2, Testing Protocol for Rigid Spall Repair Materials

• ETL 08-4, Testing Protocol for Polymeric Spall Repair Materials All are available at http://www.wbdg.org/ccb/.

3.2. American Association of State Highway and Transportation Officials (AASHTO):

• AASHTO M 81, Standard Specification for Cutback Asphalt (Rapid-Curing

Type)

• AASHTO M 82, Standard Specification for Cutback Asphalt (Medium-Curing

Type)

• AASHTO M 147, Standard Specification for Materials for Aggregate and

Soil-Aggregate Subbase, Base, and Surface Courses

• AASHTO M 182, Standard Specification for Burlap Cloth Made From Jute or

Kenaf and Cotton Mats

• AASHTO M 320, Standard Specification for Performance-Graded Asphalt

Binder

• AASHTO T 40, Standard Method of Test for Sampling Bituminous Materials

• AASHTO T 89, Standard Method of Test for Determining the Liquid Limit of

Soils

• AASHTO T 90, Standard Method of Test for Determining the Plastic Limit and

Plasticity Index of Soils

• AASHTO T 102, Standard Method of Test for Spot Test of Asphaltic Materials

• AASHTO T 134, Standard Method of Test for Moisture-Density Relations of

Soil-Cement Mixtures

• AASHTO T 135, Standard Method of Test for Wetting-and-Drying Test of

Compacted Soil-Cement Mixtures

• AASHTO T 136, Standard Method of Test for Freezing-and-Thawing Tests of

Compacted Soil-Cement Mixtures

• AASHTO T 245, Standard Method of Test for Resistance to Plastic Flow of

Bituminous Mixtures Using Marshall Apparatus All are available at http://www.transportation.org/.

3.3. American Concrete Institute (ACI):

• ACI 211.1, Standard Practice for Selecting Proportions for Normal, Heavyweight and Mass Concrete

• ACI 301, Specifications for Structural Concrete

• ACI 305.1, Specification for Hot Weather Concreting All are available at http://www.concrete.org/bookstore/bookstore.htm.

3.4. Asphalt Institute (AI):

• AI MS-2, Mix Design Methods, available at http://www.asphaltinstitute.org/

3.5. American Society for Testing and Materials (ASTM):

• ASTM A 184/A 184M, Standard Specification for Fabricated Deformed Steel

Bar Mats for Concrete Reinforcement

• ASTM A 615/A 615M, Standard Specification for Deformed and Plain

Carbon-Steel Bars for Concrete Reinforcement

• ASTM C 25, Standard Test Methods for Chemical Analysis of Limestone, Quicklime, and Hydrated Lime

• ASTM C 29/C 29M, Standard Test Method for Bulk Density (Unit Weight) and Voids in Aggregate

• ASTM C 31/C 31M, Standard Practice for Making and Curing Concrete Test Specimens in the Field

• ASTM C 33, Standard Specification for Concrete Aggregates

• ASTM C 39/C 39M, Standard Test Method for Compressive Strength of

Cylindrical Concrete Specimens

• ASTM C 50, Standard Practice for Sampling, Sample Preparation, Packaging, and Marking of Lime and Limestone Products

• ASTM C 88, Standard Test Method for Soundness of Aggregates by Use of

Sodium Sulfate or Magnesium Sulfate

• ASTM C 94/C 94M, Standard Specification for Ready-Mixed Concrete

• ASTM C 117, Standard Test Method for Materials Finer Than 75 µm

(No. 200) Sieve in Mineral Aggregates by Washing

• ASTM C 123, Standard Test Method for Lightweight Particles in Aggregate

• ASTM C 131, Standard Test Method for Resistance to Degradation of

Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

• ASTM C 136, Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

• ASTM C 142, Standard Test Method for Clay Lumps and Friable Particles in Aggregates

• ASTM C 143/C 143M, Standard Test Method for Slump of Hydraulic-Cement Concrete

• ASTM C 150, Standard Specification for Portland Cement

• ASTM C 171, Standard Specification for Sheet Materials for Curing Concrete

• ASTM C 172, Standard Practice for Sampling Freshly Mixed Concrete

• ASTM C 173/C 173M, Standard Test Method for Air Content of Freshly Mixed

Concrete by the Volumetric Method

• ASTM C 192/C 192M, Standard Practice for Making and Curing Concrete

Test Specimens in the Laboratory

• ASTM C 231, Standard Test Method for Air Content of Freshly Mixed

Concrete by the Pressure Method

• ASTM C 260, Standard Specification for Air-Entraining Admixtures for

Concrete

• ASTM C 469, Standard Test Method for Static Modulus of Elasticity and

Poisson’s Ratio of Concrete in Compression

• ASTM C 494/C 494M, Standard Specification for Chemical Admixtures for

Concrete

• ASTM C 509, Standard Specification for Elastomeric Cellular Preformed

Gasket and Sealing Material

• ASTM C 531, Standard Test Method for Linear Shrinkage and Coefficient of

Thermal Expansion of Chemical-Resistant Mortars, Grouts, Monolithic Surfacings, and Polymer Concretes

• ASTM C 566, Standard Test Method for Total Evaporable Moisture Content of Aggregate by Drying

• ASTM C 595, Standard Specification for Blended Hydraulic Cements

• ASTM C 618, Standard Specification for Coal Fly Ash and Raw or Calcined

Natural Pozzolan for Use in Concrete

• ASTM C 666/C 666M, Standard Test Method for Resistance of Concrete to

Rapid Freezing and Thawing

• ASTM C 685/C 685M, Standard Specification for Concrete Made by

Volumetric Batching and Continuous Mixing

• ASTM C 881/C 881M, Standard Specification for Epoxy-Resin-Base Bonding

Systems for Concrete

• ASTM C 882/C 882M, Standard Test Method for Bond Strength of

Epoxy-Resin Systems Used with Concrete by Slant Shear

• ASTM C 977, Standard Specification for Quicklime and Hydrated Lime for

Soil Stabilization

• ASTM C 989, Standard Specification for Ground Granulated Blast-Furnace

Slag for Use in Concrete and Mortars

• ASTM C 1059/C 1059M, Standard Specification for Latex Agents for Bonding

Fresh to Hardened Concrete

• ASTM C 1240, Standard Specification for Silica Fume Used in Cementitious

Mixtures

• ASTM C 1252, Standard Test Methods for Uncompacted Void Content of

Fine Aggregate (as Influenced by Particle Shape, Surface Texture, and Grading)

• ASTM C 1260, Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)

• ASTM C 1567, Standard Test Method for Determining the Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method)

• ASTM C 1581, Standard Test Method for Determining Age at Cracking and Induced Tensile Stress Characteristics of Mortar and Concrete under Restrained Shrinkage

• ASTM C 1602/C 1602M, Standard Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete

• ASTM D 5, Standard Test Method for Penetration of Bituminous Materials

• ASTM D 75, Standard Practice for Sampling Aggregates

• ASTM D 140, Standard Practice for Sampling Bituminous Materials

• ASTM D 242, Standard Specification for Mineral Filler for Bituminous Paving

Mixtures

• ASTM D 422, Standard Test Method for Particle-Size Analysis of Soils

• ASTM D 490, Standard Specification for Road Tar

• ASTM D 558, Standard Test Methods for Moisture-Density (Unit Weight)

Relations of Soil-Cement Mixtures

• ASTM D 559, Standard Test Methods for Wetting and Drying Compacted

Soil-Cement Mixtures

• ASTM D 560, Standard Test Methods for Freezing and Thawing Compacted Soil-Cement Mixtures

• ASTM D 633, Standard Volume Correction Table for Road Tar

• ASTM D 698, Standard Test Methods for Laboratory Compaction

Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3))

• ASTM D 789, Standard Test Methods for Determination of Solution

Viscosities of Polyamide (PA)

• ASTM D 946, Standard Specification for Penetration-Graded Asphalt Cement for Use in Pavement Construction

• ASTM D 977, Standard Specification for Emulsified Asphalt

• ASTM D 1241, Standard Specification for Materials for Soil-Aggregate

Subbase, Base, and Surface Courses

• ASTM D 1250, Standard Guide for Use of the Petroleum Measurement

Tables

• ASTM D 1461, Standard Test Method for Moisture or Volatile Distillates in

Bituminous Paving Mixtures

• ASTM D 1556, Standard Test Method for Density and Unit Weight of Soil in

Place by the Sand-Cone Method

• ASTM D 1557, Standard Test Methods for Laboratory Compaction

Characteristics of Soil Using Modified Effort (56,000 ft–lbf/ft3 (2,700 kN-m/m3))

• ASTM D 1633, Standard Test Methods for Compressive Strength of Molded

Soil-Cement Cylinders

• ASTM D 1751, Standard Specification for Preformed Expansion Joint Filler for

Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

• ASTM D 1752, Standard Specification for Preformed Sponge Rubber Cork and Recycled PVC Expansion Joint Fillers for Concrete Paving and Structural Construction

• ASTM D 1856, Standard Test Method for Recovery of Asphalt from Solution by Abson Method

• ASTM D 2026, Standard Specification for Cutback Asphalt (Slow-Curing Type)

• ASTM D 2027, Standard Specification for Cutback Asphalt (Medium-Curing Type)

• ASTM D 2028, Standard Specification for Cutback Asphalt (Rapid-Curing Type)

• ASTM D 2041, Standard Test Method for Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures

• ASTM D 2167, Standard Test Method for Density and Unit Weight of Soil in Place by the Rubber Balloon Method

• ASTM D 2172, Standard Test Method for Quantitative Extraction of Bitumen from Bituminous Paving Mixtures

• ASTM D 2397, Standard Specification for Cationic Emulsified Asphalt

• ASTM D 2419, Standard Test Method for Sand Equivalent Value of Soils and

Fine Aggregate

• ASTM D 2487, Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)

• ASTM D 2726, Standard Test Method for Bulk Specific Gravity and Density of Non-Absorptive Compacted Bituminous Mixtures

• ASTM D 2995, Standard Practice for Estimating Application Rate of Bituminous Distributors

• ASTM D 3381, Standard Specification for Viscosity-Graded Asphalt Cement for Use in Pavement Construction

• ASTM D 3665, Standard Practice for Random Sampling of Construction Materials

• ASTM D 4125, Standard Test Methods for Asphalt Content of Bituminous Mixtures by the Nuclear Method

• ASTM D 4318, Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils

• ASTM D 4718, Standard Practice for Correction of Unit Weight and Water Content for Soils Containing Oversize Particles

• ASTM D 4791, Standard Test Method for Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate

• ASTM D 4867/D 4867M, Standard Test Method for Effect of Moisture on Asphalt Concrete Paving Mixtures

• ASTM D 5102, Standard Test Method for Unconfined Compressive Strength of Compacted Soil-Lime Mixtures

• ASTM D 5444, Standard Test Method for Mechanical Size Analysis of Extracted Aggregate

• ASTM D 5893, Standard Specification for Cold Applied, Single Component, Chemically Curing Silicone Joint Sealant for Portland Cement Concrete Pavements

• ASTM D 6307, Standard Test Method for Asphalt Content of Hot-Mix Asphalt by Ignition Method

• ASTM D 6690, Standard Specification for Joint and Crack Sealants, Hot Applied, for Concrete and Asphalt Pavements

• ASTM D 6938, Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

• ASTM D 7116, Standard Specification for Joint Sealants, Hot Applied, Jet Fuel Resistant Types, for Portland Cement Concrete Pavements

• ASTM E 11, Standard Specification for Wire Cloth and Sieves for Testing Purposes

All are available at http://www.astm.org/.

3.6. National Ready-Mixed Concrete Association – Concrete Plant Manufacturers Bureau

• NRMCA CPMB 100, Concrete Plant Standards of the Concrete Plant

Manufacturers Bureau, available at http://www.cpmb.org/about_CPMB.htm.

3.7. U.S. Army Corps of Engineers (COE):

• COE CRD-C 130, Standard Recommended Practice for Estimating Scratch Hardness of Coarse Aggregate Particles

• COE CRD-C 171, Standard Test Method for Determining Percentage of Crushed Particles in Aggregate

• COE CRD-C 300, Corps of Engineers Specifications for Membrane-Forming Compounds for Curing Concrete

• COE CRD-C 525, Corps of Engineers Test Method for Evaluation of Hot-Applied Joint Sealants for Bubbling due to Heating

All are available at http://www.wes.army.mil/SL/MTC/handbook/handbook.htm.

3.8. Federal Specifications (FS):

• FS SS-S-200E, Sealants, Joint, Two-Component, Jet-Blast Resistant, Cold-Applied, for Portland Cement Concrete Pavement, with Amendment 2

• FS TT-B-1325C, Beads (Glass Spheres) Retro-Reflective, with Notices 1-3

• FS TT-P-1952, Paint, Traffic and Airfield Marking, Waterborne, with Notices 1 and 2 All are available at http://www.wbdg.org/ccb/browse_org.php?o=25.

3.9. Unified Facilities Criteria (UFC):

• UFC 3-250-03, Standard Practice Manual for Flexible Pavements

• UFC 3-250-04FA, Standard Practice for Concrete Pavements

• UFC 3-250-11, Soil Stabilization for Pavements

• UFC 3-260-02, Pavement Design for Airfields All are available at http://www.wbdg.org/.

4. Acronyms and Terms:

AASHTO - American Association of State Highway and Transportation Officials AC - asphalt cement ACI - American Concrete Institute AFCESA - Air Force Civil Engineer Support Agency AI - Asphalt Institute ASTM - American Society for Testing and Materials BCE - base civil engineer C - Celsius CBR - California Bearing Ratio CDT - California Department of Transportation CF - coarseness factor COE - Corps of Engineers CPMB - Concrete Plant Manufacturer’s Bureau CU - coefficient of uniformity DCP - dynamic cone penetrometer DF - durability factor ETL - Engineering Technical Letter F - Fahrenheit

FOD - foreign object debris FS - Federal Specification gal - gallon HMA - hot-mix asphalt I.D. - inside diameter in - inch JMF - job-mix formula kg - kilogram kN - kilonewton L - liter lb - pound lb ft - pound foot LL - liquid limit PI - plasticity index µm - micrometer mm - millimeter MAJCOM - major command N - newton NRMCA - National Ready-Mixed Concrete Association O.D. - outside diameter OGM - open-graded materials PCC - portland cement concrete QA - quality assurance QC - quality control RAP - reclaimed asphalt pavement RDM - rapid draining materials RED HORSE - Rapid Engineers Deployable - Heavy Operations Repair Squadron Engineers SM - square meter SY - square yard SSD - saturated surface dry TM - Technical Manual TMD - theoretical maximum density TSR - tensile strength ratio UFGS - Unified Facilities Guide Specifications USACE - U.S. Army Corps of Engineers VMA - voids in mineral aggregate VTM - voids in total mix WF - workability factor w/(c+p) - water/cement plus pozzolan

5. Background. Existing U.S. Army Corps of Engineers (USACE) specifications are intended primarily for contract work. Generally, they are too complicated and complex for contingency construction. The need to develop simple specifications that can be readily adopted by RED HORSE and other units became apparent when a team composed of MAJCOM, Army, RED HORSE, and Air Force Civil Engineer Support

Agency (AFCESA) engineers jointly designed a C-17 airfield during the Kosovo conflict.

The specifications developed for that airfield have been revised and now include quality control (QC)/quality assurance (QA) procedures and checklists for identifying and correcting construction problems. These specifications were further reorganized and revised in 2008 to align the material requirements with current Unified Facilities Guide Specifications (UFGS) and to add unit price language to each specification.

6. Specifications. Attached are specifications for construction operations on airfields, earthwork, pavement reclamation, lime stabilization, portland cement stabilization, drainage layers, base course, prime and tack coat, asphalt pavement construction and repair, bituminous seal coats, concrete pavement construction and repair, joint sealants, and pavement marking.

7. Contact. Recommendations for improvements to this ETL are encouraged and should be furnished to: HQ AFCESA/CEOA, 139 Barnes Drive, Suite 1, Tyndall AFB, FL 32408-5319, Attention: Pavements Engineer, DSN 523-6439, commercial

(850) 283-6439, FAX DSN 523-6219, Internet: AFCESAReachBackCenter@tyndall.af.mil.

LESLIE C. MARTIN, Colonel, USAF 17 Atchs Director, Operations and Programs Support 1. AF 100, Pay Item Schedule

2. AF 110, Construction Operations on Airfields

3. AF 200, Earthwork

4. AF 210, Pavement Reclamation

5. AF 220, Lime-Stabilized

Subgrade

6. AF 230, Portland-Cement-

Stabilized Surface, Base, or Subbase

7. AF 240, Drainage Layer

8. AF 250, Base and Subbase

Course

9. AF 400, Asphalt Prime and Tack

Coat

10. AF 410, Hot-Mix Asphalt (HMA) for Airfields

11. AF 420, Asphalt Pavement

Repair

12. AF 430, Bituminous Seal Coat –

Spray Application

13. AF 510, Portland Cement

Concrete (PCC) for Airfields

14. AF 520, Concrete Pavement Repair

15. AF 600, Field-Molded Joint Sealant for Rigid Pavements

16. AF 610, Airfield Pavement Marking and Removal

17. Distribution List

AF 100

PAY ITEM SCHEDULE

100.1. General. This section includes administrative and procedural requirements for unit prices.

100.2. Definitions.

100.2.1. A unit price is an amount proposed by offerors and stated on the schedule (Table 100-1) as a price per unit of measurement for materials or services. An estimate of the quantities of work to be done and materials to be furnished under these specifications is given in Table 100-1. It is given only as a basis for comparison of proposals and the award of the contract. The Government does not agree expressly or by implication that the actual quantities involved will correspond exactly therewith; nor shall the Contractor plead misunderstanding or deception because of such estimates of quantities, or of the character, location, or other conditions pertaining to the work.

Payment to the Contractor will be made only for the actual quantities of work performed or materials furnished according to the plans and specifications.

100.3. Procedures.

100.3.1. Unit prices include all necessary material, plus cost for delivery, installation, insurance, applicable taxes, overhead, and profit. The sum of all extended unit prices in Table 100-1 shall be deemed to include all work described in the contract documents including contract drawings and contract specifications.

100.3.2. Measurement and Payment. Refer to individual sections for work that requires establishment of unit prices. Methods of measurement and payment for unit prices are specified in those sections.

100.3.3. The Government reserves the right to reject the Contractor's measurement of work-in-place that involves use of established unit prices and to have this work measured at the Government’s expense by an independent surveyor acceptable to the Contractor.

100.3.4. List of Unit Prices. A list of unit prices is included at the end of this section. The Contractor shall complete the list and return this section with the bidding documents.

Specification sections referenced in the schedule contain requirements for materials described under each unit price.

100.4. Unit Price Schedule.

Table 100-1. Schedule of Unit Prices

Item Number Description Estimated

Quantity Unit

(SI)

Unit (US) Unit Price

110-1 Maintenance and Protection of Air Traffic LS LS

110-2 Beam Barricade EA EA 110-3 Bucket Barricade EA EA 110-4 Class A Barricade EA EA

200-1 Bituminous Pavement Removal, [ __ ] Depth SM SY

200-2 PCC Pavement Removal, [ __ ] Depth SM SY 200-3 Unclassified Excavation CM CY 200-4 Embankment CM CY 200-5 Shoulder Adjustment SM SY

210-1 Pavement Reclamation Processing, [ __ ] Depth SM SY

220-1 By-product Lime MTON TON 220-2 Soil Processing, [ __ ] Depth SM SY 230-1 Portland Cement MTON TON 230-2 Soil Processing, [ __ ] Depth SM SY 240-1 Aggregate Drainage Layer SM SY 240-2 Bituminous Stabilized Drainage Layer SM SY 240-3 Cement Stabilized Drainage Layer SM SY 250-1 Aggregate Base Course, [ __ ] Depth SM SY 250-2 Aggregate Base Course CM CY 250-3 Aggregate Base Course MTON TON 250-4 Subbase Course, [ __ ] Depth SM SY 250-5 Subbase Base Course CM CY 250-6 Subbase Base Course MTON TON 400-1 Bituminous Tack Coat L GAL 400-2 Bituminous Prime Coat L GAL 410-1 HMA for Airfields, [ __ ] Depth SM SY 410-2 HMA for Airfields MTON TON 410-3 Bituminous Butt Joint Construction SM SY 420-1 Sand Mix Crack Repair LM LF 420-2 Clean and Seal Bituminous Cracks LM LF 420-3 Bituminous Pavement Milling SM SY 430-1 Bituminous Seal Coat SM SY 430-2 Bituminous Material L GAL 430-3 Aggregate Material MTON TON 510-1 PCC Pavement, [ __ ] Depth SM SY 510-2 PCC Test Batch LS LS 520-1 Partial Depth PCC Spall Repair SM SF 600-1 Remove and Replace Joint Sealant LM LF

Item Number Description Estimated

Quantity Unit

(SI)

Unit (US) Unit Price

600-2 Remove, Reface by Sawcut, and Install Joint Sealant LM LF

600-3 Sawcut and Seal Linear Crack LM LF 610-1 Pavement Marking SM SF 610-2 Temporary Pavement Marking SM SF 610-3 Pavement Marking Removal SM SF

100.4.1. Quantity Abbreviations. These abbreviations apply to Table 100-1 and the other specification sections:

LM linear meter LF linear foot SM square meter SF square feet SY square yard CM cubic meter CY cubic yard MTON metric ton (1,000 kilograms) TON ton (2,000 pounds) L liter GAL gallon EA each LS lump sum

AF 110

CONSTRUCTION OPERATIONS ON AIRFIELDS

110.1. General.

110.1.1. Carry out operations in a manner that will cause minimum interference with air traffic as indicated in the phasing plans, and as shall be required to cooperate with the Government.

110.1.2. Supply barricades and place, maintain, move, and store barricades as indicated in the plans.

110.2. Materials.

110.2.1. Lights and Flags.

110.2.1.1. Furnish and maintain barricades along the edges of the construction area to warn the air and ground traffic to stay clear of the construction work. Place light fixtures as detailed in the plans. Maintain orange warning flags around all equipment, stockpiles, or other areas as directed.

110.2.1.2. Omnidirectional warning lights on beam and bucket barricades shall be steady-burn, omnidirectional, 6 or 12 volt, with red lens.

110.2.1.3. Bidirectional warning lights on Class A barricades shall be steady-burn, bidirectional, 6 or 12 volt, with red lens.

110.2.1.4. Orange warning flags to mark equipment stockpiles or trenches shall be 20 inches by 20 inches square, tacked along a post having a length of 1.5 meters [5 feet] and having a minimum thickness of 25 millimeters [1 inch]. Securely drive posts into the ground or attach to the pavement so that the top of the flag is a minimum

1.2 meters [4 feet] above ground.

110.2.1.5. Ensure that barricade lights and flags are monitored for proper functioning and serviced as needed to maintain visibility.

110.2.2. Barricades.

110.2.2.1. Beam Barricades. Beam barricades shall be as indicated in the drawings.

Mark beams with alternating orange and white striping and two battery-operated, steady-burn, omnidirectional red warning lights (see paragraph 110.2.1.2). Mount lights on each end of the beam barricade as indicated. At the completion of the contract, remove beam barricades from the site.

110.2.2.2. Bucket Barricades. Furnish bucket barricades of the type indicated. Mark the paint bucket with alternating orange and white horizontal striping and one battery-operated, steady-burn, omnidirectional red warning light (see paragraph

110.2.1.2) mounted on the top center of each bucket as indicated. At the completion of the contract, remove bucket barricades from the site.

110.2.2.3. Class A Barricades. Furnish Class A barricades of the type indicated. Mark Class A barricades with colors, stripes, and signage patterns as indicated. Mount two battery-operated, steady-burn, red warning lights (see paragraph 110.2.1.3) on the top outer edges of each barricade as indicated. At the completion of the contract, remove Class A barricades from the site.

110.3. Execution.

110.3.1. Control Requirements. The Contractor’s responsibility for work areas and marking equipment is as follows:

110.3.1.1. Place nothing upon runways, taxiways, taxilanes, or aprons without written approval of the Government.

110.3.1.2. No vehicle shall enter a paved surface except at predetermined locations.

110.3.1.3. Provide and install barricades, flag lines, and other warning markers as indicated or as directed by the Government.

110.3.1.4. No private vehicles shall be allowed on the runways or taxiways at any time unless approved by the Government.

110.3.1.5. Throughout the duration of the job, immediately rectify any practice or situation that the Government determines to be unsafe or a hindrance to regular airport traffic.

110.3.1.6. The responsibility for controlling the Contractor’s employees, subcontractors, and their employees with regard to traffic movement rests with the Contractor.

110.3.1.7. Rebuild, repair, restore, and make good at the Contractor’s expense all injuries or damages to any portion of the work occasioned by the Contractor’s use of these facilities before completion and acceptance of the Contractor’s work.

110.3.1.8. Submit to the Government, in writing, a plan for controlling construction equipment and vehicular movements in the air operations area. This plan shall be submitted before notice to proceed is given. Include material haul roads in the plan.

110.3.1.9. Provide a responsible traffic manager whose duty it shall be to direct all traffic on or near active runways, taxiways, haul roads, and highways. Paved surfaces shall be kept clear and clean at all times and specifically must be kept free from all small stones that might damage aircraft.

110.3.1.10. Furnish a 24-hour emergency contact for maintenance of the barricades and barricade lighting.

110.3.1.11. The control tower shall at all times have control of operations on or near active runways, taxiways, and approach zones. Before entering upon or crossing any runway or taxiway, the Contractor shall receive proper clearance from the control tower.

Arrivals and departures of airplanes are under the control of the airport control tower.

Emergencies and operating conditions may necessitate sudden changes, both in airport operations and in the operations of the Contractor. Aircraft operations shall always have priority over any and all of the Contractor’s operations. If runways or taxiways become required for the use of aircraft or if the control tower or the contracting officer deems the Contractor to be too close to airport areas used by aircraft for safety, the control tower or the Government may, at its discretion, order the Contractor to suspend operations.

This may include removing personnel, plant, equipment, and materials to a safe distance and standing by until the runways and taxiways are no longer required for use by aircraft.

110.3.1.12. Where any work is to be done on any operational runway or taxiway, notify the Government sufficiently in advance so that provisions can be made to close the runway or taxiway to aircraft traffic. Such work shall then be prosecuted in the most expeditious manner practicable so that the runway or taxiway can be reopened to air traffic at the earliest date.

110.3.1.13. Coordinate with the Government in advance any action that will require removing, relocating, or adding barricades.

110.3.1.14. Remove all equipment and all materials that would constitute a hazard to air traffic to the designated storage area whenever work is not in progress.

110.3.1.15. Violations of these requirements shall be considered a violation of the contract itself and shall be sufficient cause for halting the work without extending the time limit of the job.

110.3.2. Barricades.

110.3.2.1. Place barricades as indicated or as directed by the Government.

110.3.2.2. Upon completion of each phase of the project, remove barricades from the site or move to a different phase.

110.4. Measurement and Payment.

110.4.1. Measurement.

110.4.1.1. Maintenance and Protection of Air Traffic. This item shall be measured by the lump sum. This quantity shall include overall management of the traffic maintenance plan, for placing, maintaining, and removing flag lines, temporary barricades, closed runway markers, and for incidentals not specifically listed under other pay items.

110.4.1.2. Barricades. The quantity of beam barricades, bucket barricades, and Class A barricades to be paid for under this item shall be the number of barricades delivered to the site, placed, maintained by the Contractor and ready for operation, and accepted by the contracting officer. Barricades will not be counted separately for each phase. For example, if a barricade for Phase A is also used for Phase B, it will not be counted again for payment.

110.4.2. Payment.

110.4.2.1. The quantities of pay items, determined as specified above, will be paid for at the respective contract unit prices. Payment shall constitute full compensation for all operations necessary to complete the work as specified herein.

110.4.2.2. Payment will be made under:

NOTE: Edit the pay item list to suit the project.

Item 110-1 Maintenance and Protection of Air Traffic per lump sum Item 110-2 Beam Barricade per each Item 110-3 Bucket Barricade per each Item 110-4 Class A Barricade per each

AF 200

EARTHWORK

200.1. General. This specification covers the requirements for earthwork and pavement demolition.

200.2. Materials. The suitability of materials to be incorporated into the work covered under this specification will rely on the classification of the soil in accordance with American Society for Testing and Materials (ASTM) D 2487, Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System).

These materials will be considered suitable: GW, GP, GM, GP-GM, GC, GP-GC, GM-GC, SW, SP, SM, SW-SM, SC, SW-SC, SP-SM, SP-SC, CL, ML, and CL-ML.

Materials unsuitable for use in this section include CH, OH, and MH. Suitable materials with rocks larger than 200 millimeters [8 inches] in size shall also be considered unsuitable. Materials with rocks larger than 100 millimeters shall not be used in the top 300 millimeters [12 inches] of fill material in the shoulder or graded areas.

200.3. Execution.

200.3.1. Material Use. Engineering judgment shall be used in determining the best use of suitable and possible use of unsuitable materials. Traffic areas shall use more granular material. Granular materials are those with a classification beginning with G or S. Where possible, these granular materials shall be used closer to the surface because they are stronger. Unsuitable materials may be suitable for use outside the areas to receive traffic if these materials can be properly compacted. Materials with stones larger than 200 millimeters [8 inches] may be used outside the cleared area.

200.3.2. Excavation. Excavation shall be performed to the required lines and grades of the subgrade. Topsoil (normally the top 100 to 152 millimeters [4 to 6 inches] of in-situ soil) shall be removed and stockpiled for later use. Judicious use shall be made of all excavated materials. Where possible, materials shall be moved immediately to fill areas.

200.3.3. Backfill.

200.3.3.1. Preparation of the Surface. The surface of the ground to receive fill shall be free from topsoil or frozen ground, scarified and moistened, or dried to ±3% of optimum moisture content, and the first lift of fill material placed.

200.3.3.2. Material Placement. Place fill material in lifts and moisten or dry to ±3% of optimum moisture content before compaction. Adjust the lift thickness to match the capacity of the compactor and the soil being compacted. Usual lift thickness may vary from 100 to 200 millimeters [4 to 8 inches], with normal thickness being 152 millimeters [6 inches].

200.3.3.3. Compaction. Compaction shall be sufficient to reach the required density.

The degree of compaction required is expressed as a percentage of maximum density obtained by ASTM D 1557, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft–lbf/ft3 (2,700 kN-m/m3)). In general, the required percent compaction is 90% for cohesive materials and 95% for cohesionless materials; however, no compaction is required on all areas outside of the pavement areas for the top 100 millimeters [4 inches]. In areas to receive traffic, the requirements of Table 200-1 shall apply. See Unified Facilities Criteria (UFC) 3-260-02, Pavement Design for Airfields, for definitions of light, medium, modified heavy, heavy, and landing zone airfields, and A, B, C and D traffic areas. Cohesive soils have a liquid limit (LL) greater than 25 or plasticity index (PI) greater than 5, and cohesionless soils have a LL less than 25 or PI less than 5.

Table 200-1. Subgrade Compaction Requirements

Airfield Type

Traffic Area

Depth of Compaction (Measured from Pavement Surface)

Cohesive Soils Cohesionless Soils 100% 95% 90% 85% 100% 95% 90% 85%

Light

A 0.3 m [1 ft]

0.5 m [1.5 ft]

0.8 m [2.5 ft]

0.9 m [3 ft]

0.5 m [1.5 ft]

0.8 m [2.5 ft]

1.2 m [4 ft]

1.7 m [5.5 ft]

B 0.3 m [1 ft]

0.5 m [1.5 ft]

0.6 m [2 ft]

0.9 m [3 ft]

0.5 m [1.5 ft]

0.8 m [2.5 ft]

1.1 m [3.5 ft]

1.5 m [5 ft]

C 0.3 m [1 ft]

0.5 m [1.5 ft]

0.6 m [2 ft]

0.8 m [2.5 ft]

0.5 m [1.5 ft]

0.8 m [2.5 ft]

0.9 m [3 ft]

1.2 m [4 ft]

Medium

A 0.5 m [1.5 ft]

0.8 m [2.5 ft]

1.2 m [4 ft]

1.5 m [5 ft]

0.8 m [2.5 ft]

1.5 m [5 ft]

2.1 m [7 ft]

2.7 m [9 ft]

B 0.5 m [1.5 ft]

0.8 m [2.5 ft]

1.2 m [4 ft]

1.5 m [5 ft]

0.8 m [2.5 ft]

1.4 m [4.5 ft]

2.1 m [7 ft]

2.6 m [8.5 ft]

C 0.3 m [1 ft]

0.6 m [2 ft]

0.9 m [3 ft]

1.2 m [4 ft]

0.6 m [2 ft]

1.2 m [4 ft]

1.8 m [6 ft]

2.3 m [7.5 ft]

D 0.3 m [1 ft]

0.5 m [1.5 ft]

0.6 m [2 ft]

0.9 m [3 ft]

0.5 m [1.5 ft]

0.8 m [2.5 ft]

1.2 m [4 ft]

1.7 m [5.5 ft]

Heavy

A 0.6 m [2 ft]

0.9 m [3 ft]

1.4 m [4.5 ft]

1.8 m [6 ft]

0.9 m [3 ft]

1.8 m [6 ft]

2.6 m [8.5 ft]

3.2 m [10.5 ft]

B 0.6 m [2 ft]

0.9 m [3 ft]

1.4 m [4.5 ft]

1.8 m [6 ft]

0.9 m [3 ft]

1.8 m [6 ft]

2.6 m [8.5 ft]

3.2 m [10.5 ft]

C 0.5 m [1.5 ft]

0.8 m [2.5 ft]

1.1 m [3.5 ft]

1.7 m [5.5 ft]

0.8 m [2.5 ft]

1.4 m [4.5 ft]

2.1 m [7 ft]

2.7 m [9 ft]

D 0.3 m [1 ft]

0.5 m [1.5 ft]

0.8 m [2.5 ft]

0.9 m [3 ft]

0.5 m [1.5 ft]

0.9 m [3 ft]

1.4 m [4.5 ft]

1.9 m [6.5 ft]

Airfield Type

Traffic Area

Depth of Compaction (Measured from Pavement Surface)

Cohesive Soils Cohesionless Soils 100% 95% 90% 85% 100% 95% 90% 85%

Modified Heavy

A 0.5 m [1.5 ft]

0.9 m [3 ft]

1.2 m [4 ft]

1.7 m [5.5 ft]

0.9 m [3 ft]

1.7 m [5.5 ft]

2.4 m [8 ft]

3.0 m [10 ft]

B 0.5 m [1.5 ft]

0.8 m [2.5 ft]

1.2 m [4 ft]

1.7 m [5.5 ft]

0.9 m [3 ft]

1.5 m [5 ft]

2.3 m [7.5 ft]

2.9 m [9.5 ft]

C 0.3 m [1 ft]

0.6 m [2 ft]

1.1 m [3.5 ft]

1.4 m [4.5 ft]

0.6 m [2 ft]

1.4 m [4.5 ft]

1.9 m [6.5 ft]

2.6 m [8.5 ft]

D 0.3 m [1 ft]

0.5 m [1.5 ft]

0.6 m [2 ft]

0.8 m [2.5 ft]

0.5 m [1.5 ft]

0.8 m [2.5 ft]

1.2 m [4 ft]

1.7 m [5.5 ft]

Landing Zone

A 0.3 m [1 ft]

0.6 m [2 ft]

0.8 m [2.5 ft]

1.1 m [3.5 ft]

0.6 m [2 ft]

0.9 m [3 ft]

1.5 m [5 ft]

1.9 m [6.5 ft]

Note: Shoulders and overruns have the same compaction requirements as Type D traffic areas.

200.3.4. Subgrade Requirements. The subgrade will be constructed to within ±30 millimeters [0.1 foot] of the grades and elevations indicated.

200.3.5. Undercutting. Do not keep rock, shale, hardpan, loose rock, boulders, or other unsatisfactory material in runway safety areas, subgrades, roads, shoulders, or any areas intended for turfing. Excavate these unsuitable materials to a minimum depth of 300 millimeters [12 inches] below the finished surface. Remove muck, peat, matted roots, or other yielding material unsatisfactory for subgrade foundation to the depth so as not to interfere with the required depth of compactions as shown in Table 200-1.

Refill the excavated materials with suitable material obtained from the grading operations or borrow areas, and thoroughly compact by rolling. Ensure that any rock cuts are refilled with selected material and any pockets created in the rock surface are drained.

200.3.6. Bituminous Pavement Removal. When existing bituminous pavement is to be removed and adjacent bituminous pavement is to be left in place, the joint between the removal area and adjoining pavement to stay in place shall first be cut full depth with a standard diamond-type concrete saw. Just prior to placing new hot-mix asphalt against the removal edge, a new saw cut shall be made to remove any spalls, chips, or other damage and ensure that a clean vertical face remains.

200.3.7. PCC Pavement Removal. When existing concrete pavement is to be removed and adjacent concrete is to be left in place, the joint between the removal area and adjoining pavement to stay in place shall first be cut full depth with a standard diamond-type concrete saw. Next, a full-depth saw cut shall be made parallel to the joint at least 600 millimeters [24 inches] from the joint and at least 150 millimeters [6 inches] from the end of any dowels. All pavement to be removed beyond this last saw cut shall be broken and removed in accordance with the Contractor’s demolition work plan. All pavement between this last saw cut and the joint line shall be removed by carefully pulling pieces and blocks away from the joint face with suitable equipment and then picking them up for removal. In lieu of this specified removal method, the slab may be saw-cut full depth to divide it into several pieces and each piece lifted out and removed.

Suitable equipment shall be used to provide a truly vertical lift, and safe lifting devices used for attachment to the slab.

200.4. Quality Control (QC) Testing.

200.4.1. Density. Density tests shall be made for each 750 cubic meters [1000 cubic yards] of material placed per layer. Determine the in-place field density in accordance with ASTM D 1556, Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method, or ASTM D 2167, Standard Test Method for Density and Unit Weight of Soil in Place by the Rubber Balloon Method. ASTM D 6938, Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth), may be used if the tests are calibrated with one of the other two methods.

200.4.2. Smoothness.

200.4.2.1. In those areas upon which a subbase or base course is to be placed, the top of the subgrade will be of such smoothness that, when tested with a 4.8-meter [16-foot] straightedge applied parallel and at right angles to the centerline, it will not show any deviation in excess of 12 millimeters [1/2 inch], or will not be more than 15 millimeters [5/8 inch] from true grade as established by grade hubs or pins. Correct any deviations in excess of these amounts by loosening, adding, or removing materials;

reshaping; and recompacting by sprinkling and rolling.

200.4.2.2. On runway safety areas, the surface will be of such smoothness that it will not vary more than 30 millimeters [0.1 foot] from true grade as established by grade hubs. Correct any deviation in excess of this amount by loosening, adding or removing materials, and reshaping.

200.5. Unit Prices.

NOTE: Delete unit price paragraphs when lump sum bidding is used. Edit the pay item descriptions to suit the project.

200.5.1. Measurement.

200.5.1.1. Pavement Removal. The quantity of pavement removal to be paid for shall be the number of square meters [yards] measured in its original position, for the depth specified. The quantity of pavement removal shall include the pavements, aggregate, and subbase materials, and any soils located above the specified removal depth. Saw cuts associated with pavement removal shall be considered incidental to the removal and shall not be paid separately.

200.5.1.2. Unclassified Excavation. The quantity of unclassified excavation to be paid for shall be the number of cubic meters [yards] measured in its original position. All excavation required to finish the compacted subgrade to plan elevation regardless of its classification shall be measured and paid for as unclassified excavation. Any over-excavation, including rock removal required to finish the compacted subgrade to plan elevation, shall not be measured for payment.

200.5.1.3. Embankment. The quantity of embankment to be paid for shall be the number of cubic meters [yards] measured in its placed and compacted position.

200.5.1.4. Shoulder Adjustment. The quantity of shoulder adjustment to be paid for shall be the number of square meters [yards] of area disturbed to re-grade between the newly constructed shoulder and the nearest ditch line as measured in its original position.

200.5.2. Payment.

200.5.2.1. The quantities of pay items, determined as specified above, will be paid for at the respective contract unit prices. Payment shall constitute full compensation for all operations necessary to complete the work as specified herein.

200.5.2.2. Payment will be made under:

NOTE: Edit the pay item list to suit the project.

Item 200-1 Bituminous Pavement Removal, [ __ ] Depth per SM [SY] Item 200-2 PCC Pavement Removal, [ __ ] Depth per SM [SY] Item 200-3 Unclassified Excavation per CM [CY] Item 200-4 Embankment per CM [CY] Item 200-5 Shoulder Adjustment per SM [SY]

200.6. Additional Reference. See ASTM D 698, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600kN-m/m3)).

AF 210

PAVEMENT RECLAMATION

210.1. General. This specification covers the requirements for preparation of a rehabilitated subbase course. The work consists of pulverizing and mixing in place the existing pavement, to a depth as indicated by the pavement design, and compacting the material to final grades and dimensions as indicated on the plans. Any excess material may be removed or stockpiled and reused in other areas.

210.2. Materials. The material shall be pulverized to a gradation of 100% passing the 89-millimeter [3.5-inch] sieve and 50 to 100% passing the 19-millimeter [3/4-inch] sieve.

Other paragraphs in this section detail compaction requirements. The material produced as a result of cold milling (paragraph 210.3.2.2) may be spread uniformly over the area to be reclaimed by the process outlined here, and incorporated into the pulverizing of the pavement area.

210.3. Construction.

210.3.1. Sawed Butt Joints. Saw the existing pavement to a depth shown on the plans at the limits of work to prepare a sawed construction joint for butt joints of new bituminous concrete pavement. Do not use pneumatic pavement breakers because they will damage the remaining pavement.

210.3.2. Equipment.

210.3.2.1. The equipment to be used must have an established capability of crushing/pulverizing/mixing bituminous concrete pavements to produce a crushed and blended material that conforms to the gradation specified herein. In addition, the equipment must have an established record of being capable of producing the crushed/pulverized/mixed material at a rate of production consistent with the time allowed for the project. The equipment must have the capability to adjust the crushers, grinders, and/or screens to allow minor adjustments if the gradation of the crushed material does not fall within the gradation requirements during the crushing process.

210.3.2.2. In general, equipment such as a road planer or cold-milling road machine that is designed to "mill" and/or "shred" the existing bituminous concrete pavement course rather than crush and fracture (pulverize), is not considered capable of achieving the specified gradation.

210.3.3. Crushing and Mixing.

210.3.3.1. After the butt joints have been saw-cut, the existing bituminous concrete pavement shall be pulverized, and the size of the pieces shall be as described in paragraph 210.2. All cobbles having a diameter greater than 89 millimeters [3.5 inches] shall be "culled out" and wasted. The existing bituminous concrete pavement and the top of the existing base-course material shall be crushed/pulverized/mixed together.

The total thickness of the existing base course to be mixed with the existing bituminous pavement (if any) shall be determined by the pavement design for the project and findings of the exploratory corings made before beginning the project. Typically, up to 200 millimeters [8 inches] of the existing base is pulverized and mixed with the surface bituminous course. Limitations of the equipment may limit the depth of reclamation.

210.3.3.2. The crushing/pulverizing/mixing shall be accomplished by a traveling plant.

The material will be crushed until the gradation and uniformity of the mixture is satisfactory to these specifications.

210.3.3.3. If the material produced by the crushing/pulverizing/mixing operation does not meet the gradation specified, recrush/repulverize or remove by other methods all oversized pieces of pavement, and furnish material of the gradation that, when blended with existing material, will produce material of the specified gradation.

210.3.4. Method of Placing. Grade, blade, or otherwise transport to meet the grades as shown on the plans, the crushed/pulverized/mixed material along the sides of the newly reconstructed pavement. Excavate and stockpile the excess pulverized material.

210.3.5. Compacting.

210.3.5.1. Thoroughly compact the reclaimed material immediately after completion of the spreading operations and the removal of excess material. The number, type, and weight of rollers shall be sufficient to compact the mixture to the required density.

210.3.5.2. Do not roll a layer when the underlying course is soft or yielding or when the rolling causes undulation in the base course. When rolling develops irregularities that exceed 12 millimeters [1/2 inch] when tested with a 3.6-meter [12-foot] straightedge, loosen the irregular surface, refill with the kind of material used in constructing the course, and roll again as required.

210.3.6. Finishing Reclaimed.

210.3.6.1. After watering and rolling the reclaimed material, scarify the entire surface to a depth of at least 75 millimeters [3 inches] and shape to the exact slope and cross section with a blade grader. Re-water and thoroughly roll the scarified material.

Continue rolling until the material is bonded and compacted into a dense, unyielding mass, true to grade and cross section. Follow the initial rolling of the surface with the scarifying and rolling by no more than 4 days. When the material is constructed in 2 layers, scarify the surface to a depth of 50 millimeters [2 inches].

210.3.6.2. In reclamation areas that will receive seeding and mulching, the surface of the reclaimed material shall not appear glazed or cemented to the extent that the seeding and mulching will not penetrate properly. In these areas, scarify the surface of the reclaimed material immediately prior to seeding and mulching.

210.3.7. Protection. Hauling equipment may be routed over completed portions of the reclaimed pavement course, provided that no damage results and that such equipment is routed over the full width of the base course to avoid rutting or uneven compaction.

210.3.8. Maintenance. Keep the finished surface of reclamation clean and free from foreign material. Ensure good drainage at all times.

210.4. Quality Control (QC) Testing.

210.4.1. Field Density. The field density of the compacted material shall be at least 90% of the maximum density of laboratory specimens prepared from samples of the reclaimed material. Compact and test the laboratory specimens in accordance with American Society for Testing and Materials (ASTM) D 1557, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN m/m3)), and using ASTM D 4718, Standard Practice for Correction of Unit Weight and Water Content for Soils Containing Oversize Particles, for oversize particles correction. Determine the in-place field density in accordance with ASTM D 1556, Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method, ASTM D 2167, Standard Test Method for Density and Unit Weight of Soil in Place by the Rubber Balloon Method, or ASTM D 6938, Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth). ASTM D 6938 results in a wet unit weight of soil, which is used to determine the moisture content of the soil. Check calibration curves furnished along with the density gauge as described in ASTM 6938. Make calibration checks of the density gauge at the beginning of a job on each type of material encountered. If ASTM D 6938 is used, check in-place densities by ASTM D 1556 at least once per lift for each 4180 square meters [5000 square yards] of stabilized material. Furnish calibration curves and calibration test results within 24 hours of conclusion of the tests. Complete at least 1 field density test for each 4180 square meters [5000 square yards] of each layer of base material. The moisture content of the material at the start of compaction shall not be below, nor more than 1.5% above, the optimum moisture content.

210.4.2. Surface Test.

210.4.2.1. After the course has been completely compacted, test the surface for smoothness and accuracy of grade and crown.