santa rosa county olf-x phase ii airfield addendum 002

Santa Rosa County OLF-X Phase II – Airfield Addendum 002

Escambia County, Florida

Section 32 01 19

SECTION 32 01 19

FIELD MOLDED SEALANTS FOR SEALING JOINTS IN RIGID PAVEMENTS

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.

ASTM INTERNATIONAL (ASTM)

ASTM C1016 (2014) Standard Test Method for Determination

of Water Absorption of Sealant Backing (Joint

Filler) Material

ASTM D5893/D5893M (2016) Standard Specification for Cold

Applied, Single Component, Chemically Curing

Silicone Joint Sealant for Portland Cement

Concrete Pavements

ASTM D6690 (2015) Standard Specification for Joint and

Crack Sealants, Hot Applied, for Concrete and

Asphalt Pavements

ASTM D789 (2015) Determination of Relative Viscosity

and Moisture Content of Polyamide (PA)

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 525 (1989) Corps of Engineers Test Method for

Evaluation of Hot-Applied Joint Sealants for

Bubbling Due to Heating

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

FS SS-S-200 (Rev E; Am 1; Notice 1) Sealant, Joint, Two-

Component, Jet-Blast-Resistant, Cold-Applied,

for Portland Cement Concrete Pavement

1.2 SUBMITTALS

Owner approval is required for submittals with a "G" designation; submittals

not having a "G" designation are for information only. When used, a

designation following the "G" designation identifies the office that will

review the submittal for the Owner. Submit the following in accordance with

Section 01 33 00 SUBMITTAL PROCEDURES:

SD-03 Product Data

Manufacturer's Recommendations; G.

Equipment.

../Word/01%2033%2000.doc



Section 32 01 19

SD-04 Samples

Materials; G.

SD-06 Test Reports

Certified Copies of the Test Reports; G.

1.3 QUALITY ASSURANCE

1.3.1 Test Requirements

Test the joint sealant and backup or separating material for conformance

with the referenced applicable material specification. Perform testing of

the materials in an approved independent laboratory and submit certified

copies of the test reports for approval 5 days prior to the use of the

materials at the job site. Samples will be retained by the Owner for

possible future testing should the materials appear defective during or

after application. Conformance with the requirements of the laboratory

tests specified will not constitute final acceptance of the materials.

Final acceptance will be based on the performance of the in-place materials.

Submit samples of the materials (sealant, primer if required, and backup

material), in sufficient quantity for testing and approval 15 days prior to

the beginning of work. No material will be allowed to be used until it has

been approved.

1.3.2 Trial Joint Sealant Installation

Prior to the cleaning and sealing of the joints for the entire project,

prepare a test section at least 200 feet long using the specified materials

and approved equipment, so as to demonstrate the proposed joint preparation

and sealing of all types of joints in the project. Following the completion

of the test section and before any other joint is sealed, inspect the test

section to determine that the materials and installation meet the

requirements specified. If it is determined that the materials or

installation do not meet the requirements, remove the materials, and reclean

and reseal the joints at no cost to the Owner. When the test section meets

the requirements, it may be incorporated into the permanent work and paid

for at the contract unit price per linear foot for sealing items scheduled.

Prepare and seal all other joints in the manner approved for sealing the

test section.

1.4 DELIVERY, STORAGE, AND HANDLING

Inspect materials delivered to the job site for defects, unload, and store

them with a minimum of handling to avoid damage. Provide storage facilities

at the job site for maintaining materials at the temperatures and conditions

recommended by the manufacturer.

1.5 ENVIRONMENTAL REQUIREMENTS

The ambient air temperature and the pavement temperature within the joint

wall shall be a minimum of 50 degrees F and rising at the time of

application of the materials. Do not apply sealant if moisture is observed

in the joint.



Section 32 01 19

PART 2 PRODUCTS

2.1 SEALANTS

Materials for sealing cracks in the various paved areas indicated on the

drawings shall be as follows:

Area Sealing Material

Hot Fuel Helipads FS SS-S-200 Type M and COE CRD-C 525

Fuel Truck Containment Pit FS SS-S-200 Type H and COE CRD-C 525

All other areas ASTM D5893/D5893M

2.2 PRIMERS

When primers are recommended by the manufacturer of the sealant, use them in

accordance with the recommendation of the manufacturer.

2.3 BACKUP MATERIALS

Provide backup material that is a compressible, nonshrinking, nonstaining,

nonabsorbing material, nonreactive with the joint sealant. The material

shall have a melting point at least 5 degrees F greater than the pouring

temperature of the sealant being used when tested in accordance with ASTM

D789. The material shall have a water absorption of not more than 5 percent

of the sample weight when tested in accordance with ASTM C1016. Use backup

material that is 25 plus or minus 5 percent larger in diameter than the

nominal width of the crack.

2.4 BOND BREAKING TAPES

Provide a bond breaking tape or separating material that is a flexible,

nonshrinkable, nonabsorbing, nonstaining, and nonreacting adhesive-backed

tape. The material shall have a melting point at least 5 degrees F greater

than the pouring temperature of the sealant being used when tested in

accordance with ASTM D789. The bond breaker tape shall be approximately 1/8

inch wider than the nominal width of the joint and shall not bond to the

joint sealant.

PART 3 EXECUTION

3.1 EXECUTING EQUIPMENT

Machines, tools, and equipment used in the performance of the work required

by this section shall be approved before the work is started maintained in

satisfactory condition at all times. Submit a list of proposed equipment to

be used in performance of construction work including descriptive data, 30

days prior to use on the project.



Section 32 01 19

3.1.1 Joint Cleaning Equipment

3.1.1.1 Tractor-Mounted Routing Tool

Provide a routing tool, used for removing old sealant from the joints, of

such shape and dimensions and so mounted on the tractor that it will not

damage the sides of the joints. The tool shall be designed so that it can

be adjusted to remove the old material to varying depths as required. The

use of V-shaped tools or rotary impact routing devices will not be

permitted. Hand-operated spindle routing devices may be used to clean and

enlarge random cracks.

3.1.1.2 Concrete Saw

Provide a self-propelled power saw, with water-cooled diamond or abrasive

saw blades, for cutting joints to the depths and widths specified or for

refacing joints or cleaning sawed joints where sandblasting does not provide

a clean joint.

3.1.1.3 Sandblasting Equipment

Include with the sandblasting equipment an air compressor, hose, and long-

wearing venturi-type nozzle of proper size, shape and opening. The maximum

nozzle opening should not exceed 1/4 inch. The air compressor shall be

portable and capable of furnishing not less than 150 cfm and maintaining a

line pressure of not less than 90 psi at the nozzle while in use.

Demonstrate compressor capability, under job conditions, before approval.

The compressor shall be equipped with traps that will maintain the

compressed air free of oil and water. The nozzle shall have an adjustable

guide that will hold the nozzle aligned with the joint approximately 1 inch

above the pavement surface. Adjust the height, angle of inclination and the

size of the nozzle as necessary to secure satisfactory results.

3.1.1.4 Waterblasting Equipment

Include with the waterblasting equipment a trailer-mounted water tank,

pumps, high-pressure hose, wand with safety release cutoff control, nozzle,

and auxiliary water resupply equipment. Provide water tank and auxiliary

resupply equipment of sufficient capacity to permit continuous operations.

The nozzle shall have an adjustable guide that will hold the nozzle aligned

with the joint approximately 1 inch above the pavement surface. Adjust the

height, angle of inclination and the size of the nozzle as necessary to

obtain satisfactory results. A pressure gauge mounted at the pump shall

show at all times the pressure in psi at which the equipment is operating.

3.1.1.5 Hand Tools

Hand tools may be used, when approved, for removing defective sealant from a

crack and repairing or cleaning the crack faces.

3.1.2 Sealing Equipment

3.1.2.1 Two-Component, Cold-Applied, Machine Mix Sealing Equipment

Provide equipment used for proportioning, mixing, and installing FS SS-S-200

Type M joint sealants designed to deliver two semifluid components through



Section 32 01 19

hoses to a portable mixer at a preset ratio of 1 to 1 by volume using pumps

with an accuracy of plus or minus 5 percent for the quantity of each

component. The reservoir for each component shall be equipped with

mechanical agitation devices that will maintain the components in a uniform

condition without entrapping air. Incorporate provisions to permit

thermostatically controlled indirect heating of the components, when

required. However, immediately prior to proportioning and mixing, the

temperature of either component shall not exceed 90 degrees F. Provide

screens near the top of each reservoir to remove any foreign particles or

partially polymerized material that could clog fluid lines or otherwise

cause misproportioning or improper mixing of the two components. Provide

equipment capable of thoroughly mixing the two components through a range of

application rates of 10 to 60 gallons per hour and through a range of

application pressures from 50 to 1500 psi as required by material, climatic,

or operating conditions. Design the mixer for the easy removal of the

supply lines for cleaning and proportioning of the components. The mixing

head shall accommodate nozzles of different types and sizes as may be

required by various operations. The dimensions of the nozzle shall be such

that the nozzle tip will extend into the joint to allow sealing from the

bottom of the joint to the top. Maintain the initially approved equipment

in good working condition, serviced in accordance with the supplier's

instructions, and unaltered in any way without obtaining prior approval.

3.1.2.2 Two-Component, Cold-Applied, Hand-Mix Sealing Equipment

Mixing equipment for FS SS-S-200 Type H sealants shall consist of a slow-

speed electric drill or air-driven mixer with a stirrer in accordance with

the manufacturer's recommendations. Submit printed copies of manufacturer's

recommendations, 30 days prior to use on the project, where installation

procedures, or any part thereof, are required to be in accordance with those

recommendations. Installation of the material will not be allowed until the

recommendations are received. Failure to furnish these recommendations can

be cause for rejection of the material.

3.1.2.3 Cold-Applied, Single-Component Sealing Equipment

The equipment for installing ASTM D5893/D5893M single component joint

sealants shall consist of an extrusion pump, air compressor, following

plate, hoses, and nozzle for transferring the sealant from the storage

container into the joint opening. The dimension of the nozzle shall be such

that the tip of the nozzle will extend into the joint to allow sealing from

the bottom of the joint to the top. Maintain the initially approved

equipment in good working condition, serviced in accordance with the

supplier's instructions, and unaltered in any way without obtaining prior

approval. Small hand-held air-powered equipment (i.e., caulking guns) may

be used for small applications.

3.2 SAFETY

Do not place joint sealant within 25 feet of any liquid oxygen (LOX)

equipment, LOX storage, or LOX piping. Thoroughly clean joints in this area

and leave them unsealed.

3.3 PREPARATION OF JOINTS

Immediately before the installation of the sealant, thoroughly clean the

joints to remove all laitance, curing compound, filler, protrusions of



Section 32 01 19

hardened concrete, and old sealant from the sides and upper edges of the

joint space to be sealed.

3.3.1 Sawing

3.3.1.1 Facing of Joints

Accomplish facing of joints using a concrete saw as specified in paragraph

EQUIPMENT to saw through sawed and filler-type joints to loosen and remove

material until the joint is clean and open to the full specified width and

depth. Stiffen the blade with a sufficient number of suitable dummy (used)

blades or washers. Thoroughly clean, immediately following the sawing

operation, the joint opening using a water jet to remove all saw cuttings

and debris.

3.3.2 Sandblasting

The newly exposed concrete joint faces and the pavement surfaces extending a

minimum of 1/2 inch from the joint edges shall be waterblasted clean. use

a multiple-pass technique until the surfaces are free of dust, dirt, curing

compound, filler, old sealant residue, or any foreign debris that might

prevent the bonding of the sealant to the concrete. After final cleaning

and immediately prior to sealing, blow out the joints with compressed air

and leave them completely free of debris and water.

3.3.3 Back-Up Material

When the joint opening is of a greater depth than indicated for the sealant

depth, plug or seal off the lower portion of the joint opening using a back-

up material to prevent the entrance of the sealant below the specified

depth. Take care to ensure that the backup material is placed at the

specified depth and is not stretched or twisted during installation.

3.3.4 Bond Breaking Tape

Where inserts or filler materials contain bitumen, or the depth of the joint

opening does not allow for the use of a backup material, insert a bond

breaker separating tape to prevent incompatibility with the filler materials

and three-sided adhesion of the sealant. Securely bond the tape to the

bottom of the joint opening so it will not float up into the new sealant.

3.3.5 Rate of Progress of Joint Preparation

Limit the stages of joint preparation, which include sandblasting, air

pressure cleaning and placing of the back-up material to only that lineal

footage that can be sealed during the same day.

3.4 PREPARATION OF SEALANT

3.4.1 Hot-Poured Sealants

Do not heat sealants conforming to ASTM D6690 in excess of the safe heating

temperature recommended by the manufacturer as shown on the sealant

containers. Withdraw and waste sealant that has been overheated or

subjected to application temperatures for over 4 hours or that has remained

in the applicator at the end of the day's operation.



Section 32 01 19

3.4.2 Type M Sealants

Inspect the FS SS-S-200 Type M sealant components and containers prior to

use. Reject any materials that contain water, hard caking of any separated

constituents, nonreversible jell, or materials that are otherwise

unsatisfactory. Settlement of constituents in a soft mass that can be

readily and uniformly remixed in the field with simple tools will not be

cause for rejection. Prior to transfer of the components from the shipping

containers to the appropriate reservoir of the application equipment,

thoroughly mix the materials to ensure homogeneity of the components and

incorporation of all constituents at the time of transfer. When necessary

for remixing prior to transfer to the application equipment reservoirs, warm

the components to a temperature not to exceed 90 degrees F by placing the

components in heated storage or by other approved methods but in no case

shall the components be heated by direct flame, or in a single walled

kettle, or a kettle without an oil bath.

3.4.3 Type H Sealants

Mix the FS SS-S-200 Type H sealant components either in the container

furnished by the manufacturer or a cylindrical metal container of volume

approximately 50 percent greater than the package volume. Thoroughly mix

the base material in accordance with the manufacturer's instructions. The

cure component shall then be slowly added during continued mixing until a

uniform consistency is obtained.

3.4.4 Single-Component, Cold-Applied Sealants

Inspect the ASTM D5893/D5893M sealant and containers prior to use. Reject

any materials that contain water, hard caking of any separated constituents,

nonreversible jell, or materials that are otherwise unsatisfactory.

Settlement of constituents in a soft mass that can be readily and uniformly

remixed in the field with simple tools will not be cause for rejection.

3.5 INSTALLATION OF SEALANT

3.5.1 Time of Application

Seal joints immediately following final cleaning of the joint walls and

following the placement of the separating or backup material. Open joints,

that cannot be sealed under the conditions specified, or when rain

interrupts sealing operations shall be recleaned and allowed to dry prior to

installing the sealant.

3.5.2 Sealing Joints

Immediately preceding, but not more than 50 feet ahead of the joint sealing

operations, perform a final cleaning with compressed air. Fill the joints

from the bottom up to 1/8 inch plus or minus 1/16 inch below the pavement

surface. Remove and discard excess or spilled sealant from the pavement by

approved methods. Install the sealant in such a manner as to prevent the

formation of voids and entrapped air. In no case shall gravity methods or

pouring pots be used to install the sealant material. Traffic shall not be

permitted over newly sealed pavement until authorized by the Owner's

Representative. When a primer is recommended by the manufacturer, apply it

evenly to the joint faces in accordance with the manufacturer's

instructions. Check the joints frequently to ensure that the newly



Section 32 01 19

installed sealant is cured to a tack-free condition within the time

specified.

3.6 INSPECTION

3.6.1 Joint Cleaning

Inspect joints during the cleaning process to correct improper equipment and

cleaning techniques that damage the concrete pavement in any manner.

Cleaned joints will be approved prior to installation of the separating or

back-up material and joint sealant.

3.6.2 Joint Sealant Application Equipment

Inspect the application equipment to ensure conformance to temperature

requirements, proper proportioning and mixing (if two-component sealant) and

proper installation. Evidences of bubbling, improper installation, failure

to cure or set will be cause to suspend operations until causes of the

deficiencies are determined and corrected.

3.6.3 Joint Sealant

Inspect the joint sealant for proper rate of cure and set, bonding to the

joint walls, cohesive separation within the sealant, reversion to liquid,

entrapped air and voids. Sealants exhibiting any of these deficiencies at

any time prior to the final acceptance of the project shall be removed from

the joint, wasted, and replaced as specified herein at no additional cost to

the Owner.

3.7 CLEAN-UP

Upon completion of the project, remove all unused materials from the site

and leave the pavement in a clean condition.

-- End of Section --



Section 32 11 20 Page 1

SECTION 32 11 20

BASE COURSE FOR RIGID PAVING

PART 1 GENERAL

1.1 UNIT PRICES

1.1.1 Measurement

1.1.1.1 Area

Measure the quantity of 6 inch thick rigid pavement base course completed

and accepted, as determined by the Owner's Representative, in square yards.

1.1.2 Payment

1.1.2.1 Course Material

Quantities of rigid pavement base course, determined as specified above,

will be paid for at the respective contract unit prices, which will

constitute full compensation for the construction and completion of the

rigid pavement base course.

1.1.2.2 Stabilization

Cohesionless subgrade or select subbase courses to be stabilized, as

specified in paragraph PREPARATION OF UNDERLYING COURSE OR SUBGRADE, will be

paid for as a special item on a tonnage basis including extra manipulation

as required.

1.1.3 Waybills and Delivery Tickets

Submit copies of waybills and delivery tickets during progress of the work.

Before the final payment is allowed, file certified waybills and certified

delivery tickets for all aggregates actually used.

1.2 REFERENCES




AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO T 180 (2017) 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 C117 (2017) Standard Test Method for Materials

Finer than 75-um (No. 200) Sieve in Mineral

Aggregates by Washing

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 (2017a) Standard Test Method for Bulk Density

("Unit Weight") and Voids in Aggregate

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 D4318 (2017) Standard Test Methods for Liquid

Limit, Plastic Limit, and Plasticity Index of

Soils

ASTM D6938 (2017) 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 (2016) Standard Specification for Woven Wire

Test Sieve Cloth and Test Sieves

1.3 DEGREE OF COMPACTION

Degree of compaction required, except as noted in the second sentence, is

expressed as a percentage of the maximum laboratory dry density obtained by

the test procedure presented in ASTM D1557 abbreviated as a percent of

laboratory maximum dry density. Since ASTM D1557 applies only to soils that

have 30 percent or less by weight of their particles retained on the 3/4

inch sieve, the degree of compaction for material having more than 30

percent by weight of their particles retained on the 3/4 inch sieve will be

expressed as a percentage of the laboratory maximum dry density in

accordance with AASHTO T 180 Method D and corrected with AASHTO T 224.




1.4 SUBMITTALS


not having a "G" designation are for information only. Submit the following

in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-03 Product Data

Plant, Equipment, and Tools; G

Waybills and Delivery Tickets

SD-06 Test Reports

Initial Tests; G

In-Place Tests; G

1.5 EQUIPMENT, TOOLS, AND MACHINES

All plant, equipment, and tools used in the performance of the work will be

subject to approval by the Owner's Representative before the work is

started. Maintain all plant, equipment, and tools in satisfactory working

condition at all times. Submit a list of proposed equipment, including

descriptive data. Use equipment capable of minimizing segregation,

producing the required compaction, meeting grade controls, thickness

control, and smoothness requirements as set forth herein.


Sampling and testing are the responsibility of the Contractor. Perform

sampling and testing using a laboratory approved in accordance with Section

01 45 00.00 20 QUALITY CONTROL. Work requiring testing will not be

permitted until the testing laboratory has been inspected and approved.

Test the materials to establish compliance with the specified requirements

and perform testing at the specified frequency. The Owner's Representative

may specify the time and location of the tests. Furnish copies of test

results to the Owner's Representative within 24 hours of completion of the

tests.

1.6.1 Sampling

Take samples for laboratory testing in conformance with ASTM D75/D75M. When

deemed necessary, the sampling will be observed by the Owner's

Representative.

1.6.2 Tests

1.6.2.1 Sieve Analysis

Perform sieve analysis in conformance with ASTM C117 and ASTM C136/C136M

using sieves conforming to ASTM E11.

1.6.2.2 Liquid Limit and Plasticity Index

Determine liquid limit and plasticity index in accordance with ASTM D4318.

../Word/01%2033%2000.doc

../Word/%0d01%2045%2000.00%2020.doc

../Word/%0d01%2045%2000.00%2020.doc




1.6.2.3 Moisture-Density Determinations

Determine the laboratory maximum dry density and optimum moisture in

accordance with paragraph DEGREE OF COMPACTION.

1.6.2.4 Field Density Tests

Measure field density in accordance with ASTM D1556/D1556M, ASTM D2167, or

ASTM D6938. For the method presented in ASTM D1556/D1556M, use the base

plate, as shown in the drawing. For the method presented in ASTM D6938,

check the calibration curves and adjust them, if necessary, using only the

sand cone method as described in paragraph Calibration, of the ASTM

publication. Tests performed in accordance with ASTM D6938 result in a wet

unit weight of soil and ASTM D6938 will be used to determine the moisture

content of the soil. Also check the calibration curves furnished with the

moisture gauges along with density calibration checks as described in ASTM

D6938. Make the calibration checks of both the density and moisture gauges

using the prepared containers of material method, as described in paragraph

Calibration, in ASTM D6938, on each different type of material to be tested

at the beginning of a job and at intervals as directed. Submit calibration

curves and related test results prior to using the device or equipment being

calibrated.

1.6.2.5 Wear Test

Perform wear tests on rigid pavement base course material in conformance

with ASTM C131/C131M.

1.6.2.6 Weight of Slag

Determine weight per cubic foot of slag in accordance with ASTM C29/C29M.


Perform construction when the atmospheric temperature is above 35 degrees F.

When the temperature falls below 35 degrees F, protect all completed areas

by approved methods against detrimental effects of freezing. Correct

completed areas damaged by freezing, rainfall, or other weather conditions

to meet specified requirements.

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Rigid Pavement Base Course

Provide aggregates consisting of crushed stone or slag, gravel, shell, sand,

or other sound, durable, approved materials processed and blended or

naturally combined. Provide aggregates which are durable and sound, free

from lumps and balls of clay, organic matter, objectionable coatings, and

other foreign material. The percentage of loss of material retained on the

No. 4 sieve must not exceed 50 percent after 500 revolutions when tested in

accordance with ASTM C131/C131M. At least 50 percent by weight retained on

each sieve must have one freshly fractured face with the area at least equal




to 75 percent of the smallest midsectional area of the piece. Provide

aggregate that is reasonably uniform in density and quality. Provide slag

that is an air-cooled, blast-furnace product having a dry weight of not less

than 65 pcf. Provide aggregates having a maximum size of 2 inches and

within the limits specified as follows:

Maximum Allowable Percentage by Weight

Passing Square-Mesh Sieve

_______________________________________

Sieve Designation Rigid Pavement

____________________________________ Base Course

No. 10 85

No. 200 8

The portion of any blended component and of the completed course passing

the No. 40 sieve must be either nonplastic or have a liquid limit not

greater than 25 and a plasticity index not greater than 8. The Contractor

is responsible for any additional stability required to provide a working

platform for construction equipment. If the Contractor can demonstrate with

a test section that a material has adequate stability to support

construction equipment, the fractured face requirement can be deleted,

subject to the approval of the Owner's Representative.

2.2 TESTS, INSPECTIONS, AND VERIFICATIONS

2.2.1 Initial Tests

Perform one of each of the following tests on the proposed material prior to

commencing construction to demonstrate that the proposed material meets all

specified requirements prior to installation. Complete this testing for

each source if materials from more than one source are proposed.

a. Sieve Analysis .

b. Liquid limit and plasticity index.

c. Moisture-density relationship.

e. Weight per cubic foot of Slag.

Submit certified copies of test results for approval not less than 30 days

before material is required for the work.

2.2.2 Approval of Material

Tentative approval of material will be based on initial test results.

PART 3 EXECUTION

3.1 GENERAL REQUIREMENTS

Provide adequate drainage during the entire period of construction to prevent

water from collecting or standing on the working area.

3.2 OPERATION OF AGGREGATE SOURCES




Clearing, stripping and excavating are the responsibility of the

Contractor. Condition aggregate sources on Owner property to readily drain

and leave in a satisfactory condition upon completion of the work.

3.3 STOCKPILING MATERIAL

Clear and level storage sites prior to stockpiling of material. Stockpile

all materials, including approved material available from excavation and

grading, in the manner and at the locations designated. Stockpile

aggregates on the cleared and leveled areas designated by the Owner's

Representative to prevent segregation. Stockpile materials obtained from

different sources separately.

3.4 PREPARATION OF UNDERLYING COURSE OR SUBGRADE

Clean the underlying course or subgrade of all foreign substances prior to

constructing therigid pavement base course. Do not constructrigid pavement

base course on underlying course or subgrade that is frozen. Construct the

surface of the underlying course or subgrade to meet specified compaction

and surface tolerances. Correct ruts or soft yielding spots in the

underlying courses, areas having inadequate compaction, and deviations of

the surface from the specified requirements set forth herein by loosening

and removing soft or unsatisfactory material and adding approved material,

reshaping to line and grade, and recompacting to specified density

requirements. For cohesionless underlying courses or subgrades containing

sands or gravels, as defined in ASTM D2487, stabilize the surface prior to

placement of the overlying course. Stabilize by mixing the overlying course

material into the underlying course and compacting by approved methods.

Consider the stabilized material as part of the underlying course and meet

all requirements of the underlying course. Do not allow traffic or other

operations to disturb the finished underlying course and maintain in a

satisfactory condition until the overlying course is placed.

3.5 GRADE CONTROL

Provide a finished and completed rigid pavement base course conforming to

the lines, grades, and cross sections shown. Place line and grade stakes as

necessary for control.

3.6 MIXING AND PLACING MATERIALS

Mix and place the materials to obtain uniformity of the material at the

water content specified. Make such adjustments in mixing or placing

procedures or in equipment as may be directed to obtain the true grades, to

minimize segregation and degradation, to reduce or accelerate loss or

increase of water, and to insure a satisfactory subbase course.

3.7 LAYER THICKNESS

Compact the completed course to the thickness indicated. No individual

layer may be thicker than 6 inches nor be thinner than 3 inches in compacted

thickness. Compact the course(s) to a total thickness that is 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

will be considered as conforming to the specified thickness requirements.




The average job thickness will be the average of all thickness measurements

taken for the job and must be within 1/4 inch of the thickness indicated.

Measure the total thickness of the course(s) at intervals of one measurement

for each 500 square yards of completed course. Measure total thickness

using 3 inch diameter test holes penetrating the completed course.

3.8 COMPACTION

Compact each layer of the material, as specified, with approved compaction

equipment. Maintain water content during the compaction procedure to within

plus or minus 2 percent of optimum water content determined from laboratory

tests as specified in this Section. Begin rolling at the outside edge of

the surface and proceed to the center, overlapping on successive trips at

least one-half the width of the roller. Slightly vary the length of

alternate trips of the roller. Adjust speed of the roller as needed so that

displacement of the aggregate does not occur. Compact mixture with hand-

operated power tampers in all places not accessible to the rollers.

Continue compaction of the rigid base course until each layer is compacted

through the full depth to the percent of laboratory maximum density shown in

the Contract plans. Make such adjustments in compacting or finishing

procedures as may be directed by the Owner's Representative to obtain true

grades, to minimize segregation and degradation, to reduce or increase water

content, and to ensure a satisfactoryrigid pavement base course. Remove any

materials that are found to be unsatisfactory and replace with satisfactory

material or rework, as directed, to meet the requirements of this

specification.

3.9 EDGES OF RIGID PAVEMENT BASE COURSE

Place approved material along the outer edges of the rigid pavement base

course in sufficient quantity to compact to the thickness of the course

being constructed. When the course is being constructed in two or more

layers, simultaneously roll and compact at least a 2 foot width of this

shoulder material with the rolling and compacting of each layer of the rigid

pavement base course, as directed.

3.10 FINISHING

Finish the surface of the top layer of rigid pavement base course after

final compaction by cutting any overbuild to grade and rolling with a steel-

wheeled roller. Do not add thin layers of material to the top layer of

rigid pavement base course to meet grade. If the elevation of the top layer

of rigid pavement base course is 1/2 inch or more below grade, scarify the

top layer to a depth of at least 3 inches and blend new material in and

compact to bring to grade. Make adjustments to rolling and finishing

procedures as directed by the Owner's Representative to minimize segregation

and degradation, obtain grades, maintain moisture content, and insure an

acceptable rigid pavement base course. Should the surface become rough,

corrugated, uneven in texture, or traffic marked prior to completion,

scarify the unsatisfactory portion and rework and recompact it or replace as

directed.

3.11 SMOOTHNESS TEST

Construct the top layer so that the surface shows 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.




Also take measurements perpendicular to the centerline at 50 foot intervals.

Correct deviations exceeding this amount by removing material and replacing

with new material, or by reworking existing material and compacting it to

meet these specifications.

3.12 FIELD QUALITY CONTROL

3.12.1 In-Place Tests

Perform one of each of the following tests on samples taken from the placed

and compacted rigid pavement base course. Take samples and test at the

rates indicated.

a. Perform density tests on every lift of material placed and at a

frequency of one set of tests for every 250 square yards, or portion

thereof, of completed area.

b. Perform sieve analysis on every lift of material placed and at a

frequency of one sieve analysis for every 1,000 square yards, or

portion thereof, of material placed.

c. Perform liquid limit and plasticity index tests at the same frequency

as the sieve analysis.

d. Measure the thickness of each course at intervals providing at least

one measurement for each 500 square yards or part thereof. Measure

the thickness using test holes, at least 3 inches in diameter through

the course.


Final approval of the materials will be based on tests for gradation, liquid

limit, and plasticity index performed on samples taken from the completed

and fully compacted course(s).

3.13 TRAFFIC

Do not allow traffic on the completed rigid pavement base course.

3.14 MAINTENANCE

Maintain the completed course in a satisfactory condition until the full

pavement section is completed and accepted. Immediately repair any defects

and repeat repairs as often as necessary to keep the area intact. Retest

any course that was not paved over prior to the onset of winter to verify

that it still complies with the requirements of this specification. Rework

or replace any area that is damaged as necessary to comply with this

specification.

3.15 DISPOSAL OF UNSATISFACTORY MATERIALS

Dispose of any unsuitable materials that have been removed as directed . No

additional payments will be made for materials that have to be replaced.





SECTION 32 11 23

AGGREGATE BASE COURSES

PART 1 GENERAL

1.1 UNIT PRICES

1.1.1 Measurement

1.1.1.1 Area

Measure the quantity of ABC completed and accepted to the thickness as

shown in the Contract plans, as determined by the Owner's Representative, in

square yards.

1.1.2 Payment

1.1.2.1 Base Course Material

Quantities of ABC, determined as specified above, will be paid for at the

respective contract unit prices, which will constitute full compensation for

the construction and completion of the ABC.

1.1.2.2 Stabilization

Cohesionless subgrade or subbase courses to be stabilized, as specified in

paragraph PREPARATION OF UNDERLYING COURSE OR SUBGRADE, will be paid for as

a special item on a tonnage basis including extra manipulation as required.

1.1.3 Waybills and Delivery Tickets

Submit copies of waybills and delivery tickets during progress of the work.

Before the final payment is allowed, file certified waybills and certified

delivery tickets for all aggregates actually used.

1.2 REFERENCES


extent referenced. The publications are referred to in the text by basic

designation only.


(AASHTO)

AASHTO T 180 (2017) 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




AASHTO T 88 (2013) Standard Method of Test for Particle

Size Analysis of Soils





ASTM C127 (2015) Standard Test Method for Density,

Relative Density (Specific Gravity), and

Absorption of Coarse Aggregate



Absorption of Fine Aggregate




Machine





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 D4318 (2017) Standard Test Methods for Liquid

Limit, Plastic Limit, and Plasticity Index of

Soils

ASTM D5821 (2013) Standard Test Method for Determining

the Percentage of Fractured Particles in

Coarse Aggregate

ASTM D6938 (2017) Standard Test Method for In-Place

Density and Water Content of Soil and Soil-

Aggregate by Nuclear Methods (Shallow Depth)


Aggregates




ASTM E11 (2016) Standard Specification for Woven Wire

Test Sieve Cloth and Test Sieves

1.3 DEFINITIONS

For the purposes of this specification, the following definitions apply.

1.3.1 Aggregate Base Course

Aggregate base course (ABC) is well graded, durable aggregate uniformly

moistened and mechanically stabilized by compaction.

1.3.2 Degree of Compaction

Degree of compaction required, except as noted in the second sentence, is

expressed as a percentage of the maximum laboratory dry density obtained by

the test procedure presented in ASTM D1557 abbreviated as a percent of

laboratory maximum dry density. Since ASTM D1557 applies only to soils that

have 30 percent or less by weight of their particles retained on the 3/4

inch sieve, the degree of compaction for material having more than 30

percent by weight of their particles retained on the 3/4 inch sieve will be

expressed as a percentage of the laboratory maximum dry density in

accordance with AASHTO T 180 Method D and corrected with AASHTO T 224.

1.4 SUBMITTALS




SD-03 Product Data

Plant, Equipment, and Tools; G

Waybills and Delivery Tickets

SD-06 Test Reports

Initial Tests; G

In-Place Tests; G

1.5 EQUIPMENT, TOOLS, AND MACHINES

All plant, equipment, and tools used in the performance of the work will be

subject to approval by the Owner's Representative before the work is

started. Maintain all plant, equipment, and tools in satisfactory working

condition at all times. Submit a list of proposed equipment, including

descriptive data. Use equipment capable of minimizing segregation,

producing the required compaction, meeting grade controls, thickness

control, and smoothness requirements as set forth herein.


Sampling and testing are the responsibility of the Contractor. Perform

sampling and testing using a laboratory approved in accordance with Section

01 45 00.00 20 QUALITY CONTROL. Work requiring testing will not be

permitted until the testing laboratory has been inspected and approved.

../Word/01%2033%2000.doc

../Word/01%2045%2000.00%2020.doc




Test the materials to establish compliance with the specified requirements

and perform testing at the specified frequency. The Owner's Representative

may specify the time and location of the tests. Furnish copies of test

results to the Owner's Representative within 24 hours of completion of the

tests.

1.6.1 Sampling

Take samples for laboratory testing in conformance with ASTM D75/D75M. When

deemed necessary, the sampling will be observed by the Owner's

Representative.

1.6.2 Tests

1.6.2.1 Sieve Analysis

Perform sieve analysis in conformance with ASTM C117 and ASTM C136/C136M

using sieves conforming to ASTM E11. .

1.6.2.2 Liquid Limit and Plasticity Index

Determine liquid limit and plasticity index in accordance with ASTM D4318.

1.6.2.3 Moisture-Density Determinations

Determine the laboratory maximum dry density and optimum moisture content in

accordance with paragraph DEGREE OF COMPACTION.

1.6.2.4 Field Density Tests

Measure field density in accordance with ASTM D1556/D1556M, ASTM D2167 or

ASTM D6938. For the method presented in ASTM D1556/D1556M use the base

plate as shown in the drawing. For the method presented in ASTM D6938 check

the calibration curves and adjust them, if necessary, using only the sand

cone method as described in paragraph Calibration, of the ASTM publication.

Tests performed in accordance with ASTM D6938 result in a wet unit weight of

soil and ASTM D6938 will be used to determine the moisture content of the

soil. Also check the calibration curves furnished with the moisture gauges

along with density calibration checks as described in ASTM D6938. Make the

calibration checks of both the density and moisture gauges using the

prepared containers of material method, as described in paragraph

Calibration of ASTM D6938, on each different type of material being tested

at the beginning of a job and at intervals as directed. Submit calibration

curves and related test results prior to using the device or equipment being

calibrated.

1.6.2.5 Wear Test

Perform wear tests on ABC course material in conformance with ASTM

C131/C131M.

1.6.2.6 Weight of Slag

Determine weight per cubic foot of slag in accordance with ASTM C29/C29M on

the ABC course material.





Perform construction when the atmospheric temperature is above 35 degrees F.

When the temperature falls below 35 degrees F, protect all completed areas

by approved methods against detrimental effects of freezing. Correct

completed areas damaged by freezing, rainfall, or other weather conditions

to meet specified requirements.

PART 2 PRODUCTS

2.1 AGGREGATES

Provide ABC consisting of clean, sound, durable particles of crushed stone,

crushed slag, crushed gravel, crushed recycled concrete, angular sand, or

other approved material. Provide ABC that is free of lumps of clay, organic

matter, and other objectionable materials or coatings. The portion retained

on the No. 4 sieve is known as coarse aggregate; that portion passing the

No. 4 sieve is known as fine aggregate. When the coarse and fine aggregate

is supplied form more than one source, provide aggregate from each source

that meets the specified requirements.

2.1.1 Coarse Aggregate

Provide coarse aggregates with angular particles of uniform density.

Separately stockpile coarse aggregate supplied from more than one source.

a. Crushed Gravel: Provide crushed gravel that has been manufactured by

crushing gravels and that meets all the requirements specified below.

b. Crushed Stone: Provide crushed stone consisting of freshly mined

quarry rock, meeting all the requirements specified below.

c. Crushed Recycled Concrete: Provide crushed recycled concrete

consisting of previously hardened portland cement concrete or other

concrete containing pozzolanic binder material. Provide recycled

concrete that is free of all reinforcing steel, bituminous concrete

surfacing, and any other foreign material and that has been crushed and

processed to meet the required gradations for coarse aggregate. Reject

recycled concrete aggregate exceeding this value. Provide crushed

recycled concrete that meets all other applicable requirements

specified below.

d. Crushed Slag: Provide crushed slag that is an air-cooled blast-furnace

product having an air dry unit weight of not less than 70 pcf as

determined by ASTM C29/C29M, and meets all the requirements specified

below.

2.1.1.1 Aggregate Base Course

The percentage of loss of ABC coarse aggregate must not exceed 50 percent

when tested in accordance with ASTM C131/C131M. Provide aggregate that

contains no more than 30 percent flat and elongated particles. 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 aggregates must

contain at least 50 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. Manufacture

crushed gravel from gravel particles 50 percent of which, by weight, are

retained on the maximum size sieve listed in TABLE 1.

2.1.2 Fine Aggregate

Provide fine aggregates consisting of angular particles of uniform density.

2.1.2.1 Aggregate Base Course

Provide ABC fine aggregate that consists of screenings, angular sand,

crushed recycled concrete fines, or other finely divided mineral matter

processed or naturally combined with the coarse aggregate.

2.1.3 Gradation Requirements

Apply the specified gradation requirements to the completed base course.

Provide aggregates that are continuously well graded within the limits

specified in TABLE 1. Use sieves that conform to ASTM E11.

TABLE 1. GRADATION OF AGGREGATES

Percentage by Weight Passing Square-Mesh Sieve

Sieve

Designation No. 1 No. 2 No. 3

-------------------------------------------------------

2 inch 100 ---- ----

1-1/2 inch 70-100 100 ----

1 inch 45-80 60-100 100

1/2 inch 30-60 30-65 40-70

No. 4 20-50 20-50 20-50

No. 10 15-40 15-40 15-40

No. 40 5-25 5-25 5-25

No. 200 0-8 0-8 0-8

NOTE 1: Particles having diameters less than 0.02 mm must not be in excess

of 3 percent by weight of the total sample tested as determined in

accordance with AASHTO T 88.

NOTE 2: The values are based on aggregates of uniform specific gravity. If

materials from different sources are used for the coarse and fine

aggregates, test the materials in accordance with ASTM C127 and ASTM C128 to

determine their specific gravities. Correct the percentages passing the

various sieves as directed by the Owner's Representative if the specific

gravities vary by more than 10 percent.

2.2 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




must be either nonplastic or have a liquid limit not greater than 25 and a

plasticity index not greater than 5.

2.3 TESTS, INSPECTIONS, AND VERIFICATIONS

2.3.1 Initial Tests

Perform one of each of the following tests, on the proposed material prior

to commencing construction, to demonstrate that the proposed material meets

all specified requirements when furnished. Complete this testing for each

source if materials from more than one source are proposed.

a. Sieve Analysis.

b. Liquid limit and plasticity index.

c. Moisture-density relationship.

d. Wear.

f. Weight per cubic foot of Slag.

g.

Submit certified copies of test results for approval not less than 30 days

before material is required for the work.


Tentative approval of material will be based on initial test results.

PART 3 EXECUTION

3.1 GENERAL REQUIREMENTS

When the ABC is constructed in more than one layer, clean the previously

constructed layer of loose and foreign matter by sweeping with power

sweepers or power brooms, except that hand brooms may be used in areas where

power cleaning is not practicable. Provide adequate drainage during the

entire period of construction to prevent water from collecting or standing

on the working area.

3.2 OPERATION OF AGGREGATE SOURCES

Clearing, stripping, and excavating are the responsibility of the

Contractor. Condition aggregate sources on Owner property to readily drain

and leave in a satisfactory condition upon completion of the work.

3.3 STOCKPILING MATERIAL

Clear and level storage sites prior to stockpiling of material. Stockpile

all materials, including approved material available from excavation and

grading, in the manner and at the locations designated. Stockpile

aggregates on the cleared and leveled areas designated by the Owner's

Representative to prevent segregation. Stockpile materials obtained from

different sources separately.




3.4 PREPARATION OF UNDERLYING COURSE OR SUBGRADE

Clean the underlying course or subgrade of all foreign substances prior to

constructing the base course(s). Do not construct base course(s) on

underlying course or subgrade that is frozen. Construct the surface of the

underlying course or subgrade to meet specified compaction and surface

tolerances. Correct ruts or soft yielding spots in the underlying courses,

areas having inadequate compaction, and deviations of the surface from the

specified requirements set forth herein by loosening and removing soft or

unsatisfactory material and adding approved material, reshaping to line and

grade, and recompacting to specified density requirements. For cohesionless

underlying courses or subgrades containing sands or gravels, as defined in

ASTM D2487, stabilize the surface prior to placement of the base course(s).

Stabilize by mixing ABC into the underlying course and compacting by

approved methods. Consider the stabilized material as part of the

underlying course and meet all requirements of the underlying course. Do

not allow traffic or other operations to disturb the finished underlying

course and maintain in a satisfactory condition until the base course is

placed.

3.5 GRADE CONTROL

Provide a finished and completed base course conforming to the lines,

grades, and cross sections shown. Place line and grade stakes as necessary

for control.

3.6 MIXING AND PLACING MATERIALS

Mix the coarse and fine aggregates in a stationary plant. Make adjustments

in mixing procedures or in equipment, as directed, to obtain true grades, to

minimize segregation or degradation, to obtain the required water content,

and to insure a satisfactory base course meeting all requirements of this

specification. Place the mixed material on the prepared subgrade or subbase

in layers of uniform thickness with an approved spreader. Place the layers

so that when compacted they will be true to the grades or levels required

with the least possible surface disturbance. Where the base course is

placed in more than one layer, clean the previously constructed layers of

loose and foreign matter by sweeping with power sweepers, power brooms, or

hand brooms, as directed. Make adjustments in placing procedures or

equipment as may be directed by the Owner's Representative to obtain true

grades, to minimize segregation and degradation, to adjust the water

content, and to insure an acceptable base course.

3.7 LAYER THICKNESS

Compact the completed base course to the thickness indicated. No individual

layer may be thicker than 6 inches nor be thinner than 3 inches in compacted

thickness. Compact the base course(s) to a total thickness that is 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 will be considered as conforming to the specified thickness

requirements. The average job thickness will be the average of all

thickness measurements taken for the job and must be within 1/4 inch of the

thickness indicated. Measure the total thickness of the base course at

intervals of one measurement for each 500 square yards of base course.




Measure total thickness using 3 inch diameter test holes penetrating the

base course.

3.8 COMPACTION

Compact each layer of the base course, as specified, with approved

compaction equipment. Maintain water content during the compaction

procedure to within plus or minus 2 percent of the optimum water content

determined from laboratory tests as specified in this Section. Begin

rolling at the outside edge of the surface and proceed to the center,

overlapping on successive trips at least one-half the width of the roller.

Slightly vary the length of alternate trips of the roller. Adjust speed of

the roller as needed so that displacement of the aggregate does not occur.

Compact mixture with hand-operated power tampers in all places not

accessible to the rollers. Continue compaction until each layer is

compacted through the full depth to at least 100 percent of laboratory

maximum density. Make such adjustments in compacting or finishing

procedures as may be directed by the Owner's Representative to obtain true

grades, to minimize segregation and degradation, to reduce or increase water

content, and to ensure a satisfactory base course. Remove any materials

found to be unsatisfactory and replace with satisfactory material or rework,

as directed, to meet the requirements of this specification.

3.9 EDGES OF BASE COURSE

Place the base course(s) so that the completed section will be a minimum of

6 inches wider, on all sides, than the next layer that will be placed above

it. Place approved material along the outer edges of the base course in

sufficient quantity to compact to the thickness of the course being

constructed. When the course is being constructed in two or more layers,

simultaneously roll and compact at least a 2 foot width of this shoulder

material with the rolling and compacting of each layer of the base course,

as directed.

3.10 FINISHING

Finish the surface of the top layer of base course after final compaction

by cutting any overbuild to grade and rolling with a steel-wheeled roller.

Do not add thin layers of material 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, scarify the top layer to a depth of at least 3 inches and blend

new material in and compact and proof roll to bring to grade. Make

adjustments to rolling and finishing procedures as directed by the Owner's

Representative 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, scarify the unsatisfactory portion and rework and recompact

it or replace as directed.

3.11 SMOOTHNESS TEST

Construct the top layer so that the surface shows 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.

Also take measurements perpendicular to the centerline at 50 foot intervals.

Correct deviations exceeding this amount by removing material and replacing




with new material, or by reworking existing material and compacting it to

meet these specifications.


3.12.1 In-Place Tests

Perform each of the following tests on samples taken from the placed and

compacted ABC. Take samples and test at the rates indicated. Perform

sampling and testing of recycled concrete aggregate at twice the specified

frequency until the material uniformity is established.

a. Perform density tests on every lift of material placed and at a

frequency of one set of tests for every 250 square yards, or portion

thereof, of completed area.

b. Perform sieve analysis on every lift of material placed and at a

frequency of one sieve analysis for every 500 square yards, or portion

thereof, of material placed.

c. Perform liquid limit and plasticity index tests at the same frequency

as the sieve analysis.

d. Measure the thickness of the base course at intervals providing at

least one measurement for each 500 square yards of base course or part

thereof. Measure the thickness using test holes, at least 3 inch in

diameter through the base course.


Final approval of the materials will be based on tests for gradation, liquid

limit, and plasticity index performed on samples taken from the completed

and fully compacted course(s).

3.13 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.

Do not allow heavy equipment on the completed base course except when

necessary for construction. When it is necessary for heavy equipment to

travel on the completed base course, protect the area against marring or

damage to the completed work.

3.14 MAINTENANCE

Maintain the base course in a satisfactory condition until the full pavement

section is completed and accepted. Immediately repair any defects and

repeat repairs as often as necessary to keep the area intact. Retest any

base course that was not paved over prior to the onset of winter to verify

that it still complies with the requirements of this specification. Rework

or replace any area of base course that is damaged as necessary to comply

with this specification.

3.15 DISPOSAL OF UNSATISFACTORY MATERIALS

Dispose of any unsuitable materials that have been removed as directed. No

additional payments will be made for materials that have to be replaced.



Section 32 12 15.13 Page 1

SECTION 32 12 15.13

ASPHALT PAVING FOR AIRFIELDS

PART 1 GENERAL

1.1 FULL PAYMENT

1.1.1 Method of Measurement

The amount paid for will be the number of short tons of hot-mix asphalt

pavement mixture used in the accepted work. Hot-mix asphalt pavement

mixture shall be weighed after mixing, and no separate payment will be made

for weight of asphalt cement material incorporated herein.

1.1.2 Basis of Payment

Quantities of hot-mix asphalt pavement, determined as specified above, will

be paid for at respective contract unit prices or at reduced prices adjusted

in accordance with paragraphs PERCENT PAYMENT and QUALITY ASSURANCE.

Payment will constitute full compensation for furnishing all materials,

equipment, plant, and tools; and for all labor and other incidentals

necessary to complete work required by this section of the specification.

1.2 PERCENT PAYMENT

When a lot of material fails to meet the specification requirements for 100

percent pay as outlined in the following paragraphs, that lot shall be

removed and replaced, or accepted at a reduced price which will be computed

by multiplying the unit price by the lot's pay factor. The lot pay factor

is determined by taking the lowest computed pay factor based on either

laboratory air voids, in-place density, grade or smoothness (each discussed

below). At the end of the project, an average of all lot pay factors will

be calculated. If this average lot pay factor exceeds 95.0 percent and no

individual lot has a pay factor less than 75.0 percent, then the percent

payment for the entire project will be 100 percent of the unit bid price.

If the average lot pay factor is less than 95.0 percent, then each lot will

be paid for at the unit price multiplied by the lot's pay factor. For any

lots which are less than 2000 short tons, a weighted lot pay factor will be

used to calculate the average lot pay factor. When work on a lot is

required to be terminated before all sublots are completed, the results from

the completed sublots will be analyzed to determine the percent payment for

the lot following the same procedures and requirements for full lots but

with fewer test results.

1.2.1 Mat and Joint Densities

The average in-place mat and joint densities are expressed as a percentage

of the average theoretical maximum density (TMD) for the lot. The average

TMD for each lot will be determined as the average TMD of the four random

samples per lot. The average in-place mat density and joint density for a

lot are determined and compared with Table 1 to calculate a single pay

factor per lot based on in-place density, as described below. First, a pay

factor for both mat density and joint density are determined from Table 1.




The area associated with the joint is then determined and will be considered

to be 10 feet wide times the length of completed longitudinal construction

joint in the lot. This area will not exceed the total lot size. The length

of joint to be considered will be that length where a new lane has been

placed against an adjacent lane of asphalt pavement, either an adjacent

freshly paved lane or one paved at any time previously. The area associated

with the joint is expressed as a percentage of the total lot area. A

weighted pay factor for the joint is determined based on this percentage

(see example below). The pay factor for mat density and the weighted pay

factor for joint density is compared and the lowest selected. This selected

pay factor is the pay factor based on density for the lot. When the TMD on

both sides of a longitudinal joint is different, the average of these two

TMD will be used as the TMD needed to calculate the percent joint density.

Rejected lots shall be removed and replaced. Rejected areas adjacent to

longitudinal joints shall be removed 4 inches into the cold (existing) lane.

All density results for a lot will be completed and reported within 24 hours

after the construction of that lot.

Table 1. Pay Factor Based on In-place Density

Average Mat Density (4

cores)

Pay Factor, percent Average Joint Density (4

cores)

94.0 - 96.0 100.0 Above 92.5

93.9 100.0 92.4

93.8 or 96.1 99.9 92.3

93.7 99.8 92.2

93.6 or 96.2 99.6 92.1

93.5 99.4 92.0

93.4 or 96.3 99.1 91.9

93.3 98.7 91.8

93.2 or 96.4 98.3 91.7

93.1 97.8 91.6

93.0 or 96.5 97.3 91.5

92.9 96.3 91.4

92.8 or 96.6 94.1 91.3

92.7 92.2 91.2

92.6 or 96.7 90.3 91.1






cores)

Pay Factor, percent Average Joint Density (4

cores)

92.5 87.9 91.0

92.4 or 96.8 85.7 90.9

92.3 83.3 90.8

92.2 or 96.9 80.6 90.7

92.1 78.0 90.6

92.0 or 97.0 75.0 90.5

below 92.0, above 97.0 0.0 (reject) below 90.5

1.2.2 Pay Factor Based on In-place Density

An example of the computation of a pay factor (in I-P units only) based on

in-place density, is as follows: Assume the following test results for

field density made on the lot: (1) Average mat density = 93.2 percent (of

lab TMD). (2) Average joint density = 91.5 percent (of lab TMD). (3) Total

area of lot = 30,000 square feet. (4) Length of completed longitudinal

construction joint = 2,000 feet.

a. Step 1: Determine pay factor based on mat density and on joint

density, using Table 1:

Mat density of 93.2 percent = 98.3 pay factor.

Joint density of 91.5 percent = 97.3 pay factor.

b. Step 2: Determine ratio of joint area (length of longitudinal joint x

10 feet) to mat area (total paved area in the lot): Multiply the

length of completed longitudinal construction joint by the specified 10

feet width and divide by the mat area (total paved area in the lot).

(2,000 feet x 10 feet)/30000 square feet = 0.6667 ratio of joint area

to mat area (ratio).

c. Step 3: Weighted pay factor (wpf) for joint is determined as indicated

below:

wpf = joint pay factor + (100 - joint pay factor) (1 - ratio) wpf =

97.3 + (100-97.3) (1-0.6667) = 98.2 percent

d. Step 4: Compare weighted pay factor for joint density to pay factor for

mat density and select the smaller:

Pay factor for mat density: 98.3 percent. Weighted pay factor for

joint density: 98.2 percent




Select the smaller of the two values as pay factor based on density:

98.2 percent

1.2.3 Payment Adjustment for Smoothness (Final Wearing Surface Only)

Profilograph Testing. Record the location and data from all profilograph

measurements. When the Profile Index of a lot exceeds the tolerance

specified in paragraph SMOOTHNESS REQUIREMENTS by 1.0 inch per mile, but

less than 2.0 inches per mile, after any reduction of high spots or removal

and replacement, the computed pay factor for that lot based on surface

smoothness will be 95 percent. When the Profile Index exceeds the tolerance

by 2.0 inches per mile, but less than 3.0 inches per mile, the computed pay

factor will be 90 percent. When the Profile Index exceeds the tolerance by

3.0 inches per mile, but less than 4.0 inches per mile, the computed pay

factor will be 75 percent. Remove and replact the lot when the Profile

Index exceeds the tolerance by 4.0 inches per mile or more, at no additional

cost to the . Regardless of the above, correct any small individual area

with surface deviation which exceeds the tolerance given above by more than

5.0 inches per mile or more, by grinding to meet the specification

requirements above or remove and replace at no additional cost to the Owner.

1.2.4 Laboratory Air Voids and Theoretical Maximum Density

Laboratory air voids will be calculated in accordance with ASTM D3203/D3203M

by determining the density of each lab compacted specimen using the

laboratory-prepared, thoroughly dry method in ASTM D2726/D2726M and

determining the theoretical maximum density (TMD) of four of the sublots

using ASTM D2041/D2041M. Laboratory air void calculations for each lot will

use the average theoretical maximum density values obtained for the lot.

The mean absolute deviation of the four laboratory air void contents (one

from each sublot) from the JMF air void content will be evaluated and a pay

factor determined from Table 2. All laboratory air void tests will be

completed and reported within 24 hours after completion of construction of

each lot. The TMD is also used for computation of compaction, as required

in paragraph MAT AND JOINT DENSITIES above.

1.2.5 Mean Absolute Deviation

An example of the computation of mean absolute deviation for laboratory air

voids is as follows: Assume that the laboratory air voids are determined

from 4 random samples of a lot (where 3 specimens were compacted from each

sample). The average laboratory air voids for each sublot sample are

determined to be 3.5, 3.0, 4.0, and 3.7. Assume that the target air voids

from the JMF is 4.0. The mean absolute deviation is then:

Mean Absolute Deviation = (|3.5 - 4.0| + |3.0 - 4.0| + |4.0 - 4.0| + |3.7 -

4.0|)/4

= (0.5 + 1.0 + 0.0 + 0.3)/4 = (1.8)/4 = 0.45

The mean absolute deviation for laboratory air voids is determined to be

0.45. It can be seen from Table 2 that the lot's pay factor based on

laboratory air voids, is 100 percent.




Table 2. Pay Factor Based on Laboratory Air Voids

Mean Absolute Deviation of Lab Air Voids from JMF Pay Factor, Percent

O.60 or less 100

0.61 - 0.80 98

0.81 - 1.00 95

1.01 - 1.20 90

Above 1.20 reject (0)

1.2.6 Pay Adjustment Based on Grade

Within 5 working days after completion of a particular lot incorporating the

final wearing course, test the final wearing surface of the pavement for

conformance with specified plan grade requirements. Perform all testing in

the presence of the Owner's Representative. Provide a final wearing surface

of pavement conforming to the elevations and cross sections shown and not

vary more than 0.03 foot for runways or 0.05 foot for taxiways and aprons

from the plan grade established and approved at site of work. Match

finished surfaces at juncture with other pavements 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.

Maintain detailed notes of the results of the testing and provide a copy to

the Owner's Representative immediately after each day's testing. When more

than 5 percent of all measurements made within a lot are outside the 0.03 or

0.05 foot tolerance, the pay factor based on grade for that lot will be 95

percent. In areas where the grade exceeds the tolerance by more than 50

percent, remove the surface lift full depth; and replace the lift with

asphalt pavement to meet specification requirements, at no additional cost

to the Owner. 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.

1.3 REFERENCES





(AASHTO)

AASHTO M 156 (2013; R 2017) Standard Specification for

Requirements for Mixing Plants for Hot-Mixed,

Hot-Laid Bituminous Paving Mixtures




AASHTO M 320 (2017) Standard Specification for

Performance-Graded Asphalt Binder

AASHTO T 304 (2011; R 2015) Standard Method of Test for

Uncompacted Void Content of Fine Aggregate

AASHTO T 308 (2016) Standard Method of Test for

Determining the Asphalt Binder Content of Hot

Mix Asphalt (HMA) by the Ignition Method

AASHTO T 329 (2015) Standard Test Method for Moisture

Content of Hot Mix Asphalt (HMA) by Oven

Method

ASPHALT INSTITUTE (AI)

AI MS-2 (2015) Asphalt Mix Design Methods














Machine



ASTM C142/C142M (2017) Standard Test Method for Clay Lumps

and Friable Particles in Aggregates



ASTM C566 (2013) Standard Test Method for Total

Evaporable Moisture Content of Aggregate by

Drying

ASTM C88 (2013) Standard Test Method for Soundness of

Aggregates by Use of Sodium Sulfate or

Magnesium Sulfate

ASTM D140/D140M (2016) Standard Practice for Sampling Asphalt

Materials




ASTM D1461 (2017) Standard Test Method for Moisture or

Volatile Distillates in Asphalt Mixtures

ASTM D2041/D2041M (2011) Theoretical Maximum Specific Gravity

and Density of Bituminous Paving Mixtures

ASTM D2172/D2172M (2017) Standard Test Methods for Quantitative

Extraction of Asphalt Binder from Asphalt

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 (2016) Standard Test Method for Estimating

Degree of Particle Coating of Asphalt

Mixtures

ASTM D2726/D2726M (2017) Standard Test Method for Bulk Specific

Gravity and Density of Non-Absorptive

Compacted Bituminous Mixtures

ASTM D3203/D3203M (2017) Standard Test Method for Percent Air

Voids in Compacted Asphalt Mixtures

ASTM D3665 (2012) Random Sampling of Construction

Materials

ASTM D3666 (2016) 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 D5821 (2013) Standard Test Method for Determining

the Percentage of Fractured Particles in

Coarse Aggregate

ASTM D6307 (2016) Standard Test Method for Asphalt

Content of Hot Mix Asphalt by Ignition Method

ASTM D6925 (2014) Standard Test Method for Preparation

and Determination of the Relative Density of




Hot Mix Asphalt (HMA) Specimens by Means of

the Superpave Gyratory Compactor


Aggregates

ASTM D979/D979M (2015) Sampling Bituminous Paving Mixtures

ASTM E1274 (2003; R 2017) Standard Test Method for

Measuring Pavement Roughness Using a

Profilograph

1.4 SUBMITTALS




SD-02 Shop Drawings

Placement Plan; G

SD-03 Product Data

Diamond Grinding Plan; G

Mix Design; G

Contractor Quality Control; G

SD-04 Samples

Aggregates

Asphalt Cement Binder

SD-06 Test Reports

Aggregates; G

QC Monitoring

SD-07 Certificates

Asphalt Cement Binder; G

Testing Laboratory

1.5 QUALITY ASSURANCE AND QUALITY CONTROL

Aquire the services of an independent commercial laboratory to perform

acceptance testing. Acceptance of the plant produced mix and in-place

requirements will be on a lot to lot basis. A standard lot for all

requirements will be equal to 2000 short tons. Where appropriate,

adjustment in payment for individual lots of asphalt pavement will be made

based on in-place density, laboratory air voids, grade and smoothness in

accordance with the following paragraphs. Grade and surface smoothness

determinations will be made on the lot as a whole. Exceptions or

adjustments to this will be made in situations where the mix within one lot

is placed as part of both the intermediate and surface courses, thus grade

and smoothness measurements for the entire lot cannot be made. In order to

../Word/01%2033%2000.doc




evaluate laboratory air voids and in-place (field) density, each lot will be

divided into four equal sublots.

1.5.1 Sublot Sampling

One random mixture sample for determining laboratory air voids, theoretical

maximum density, and for any additional testing the Owner's Representative

desires, will be taken from a loaded truck delivering mixture to each

sublot, or other appropriate location for each sublot. All samples will be

selected randomly, using commonly recognized methods of assuring randomness

conforming to ASTM D3665 and employing tables of random numbers or computer

programs. Laboratory air voids will be determined from three laboratory

compacted specimens of each sublot sample in accordance with ASTM

D3203/D3203M. The specimens will be compacted within 2 hours of the time

the mixture was loaded into trucks at the asphalt plant. Samples will not

be reheated prior to compaction and insulated containers will be used as

necessary to maintain the temperature.

1.5.2 Additional Sampling and Testing

The Owner's Representative reserves the right to direct additional samples

and tests for any area which appears to deviate from the specification

requirements. The cost of any additional testing will be paid for by the .

Testing in these areas will be treated as a separate lot. Payment will be

made for the quantity of asphalt pavement represented by these tests in

accordance with the provisions of this section.

1.5.3 In-place Density

For determining in-place density, obtain one random core (4 inches or 6

inches in diameter) at locations from the mat (interior of the lane and at

least 12 inches from longitudinal joint or pavement edge) of each sublot,

and one random core taken from the joint (immediately over joint) of each

sublot, in accordance with ASTM D979/D979M. Fill all core holes with

asphalt pavement and compact using a standard Marshall hammer to a mat

density as specified. Tack coat dry core holes before filling. Each random

core will be full thickness of the layer being placed. When the random core

is less than 1 inch thick, it will not be included in the analysis. In this

case, another random core will be taken. After air drying to meet the

requirements for laboratory-prepared, thoroughly dry specimens, cores

obtained from the mat and from the joints will be used for in-place density

determination in accordance with ASTM D2726/D2726M.

1.5.4 Surface Smoothness

Use a straightedge and profilograph for measuring surface smoothness of

runway pavements. Use a straightedge for measuring surface smoothness of

all other pavement surfaces. Perform all testing in the presence of the

Owner's Representative. Maintain detailed notes of the testing results and

provide a copy to the Owner's Representative immediately after each day's

testing. Where drawings show required deviations from a plane surface (for

instance crowns, drainage inlets), finish the surface to meet the approval

of the Owner's Representative.

1.5.4.1 Smoothness Requirements




1.5.4.1.1 Straightedge Testing

Provide finished surfaces of the pavements withe no abrupt change of 1/8

inch or more, and all pavements within the tolerances specified in Table 3

when checked with an approved 12 foot straightedge.

Table 3. Straightedge Surface Smoothness--Pavements

Pavement Category Direction of Testing Tolerance, inch

Runways and taxiway Longitudinal 1/8

Transverse 1/4

Shoulders (outside edge

stripe)

Longitudinal 1/4

Transverse 1/4

Calibration hardstands

and compass swinging

bases

Longitudinal 1/8

Transverse 1/8

All other airfields and

helicopter paved areas

Longitudinal 1/4

Transverse 1/4

1.5.4.1.2 Profilograph Testing

Provide finished surfaces of runways with a Profile Index not greater than 7

inches per mile when tested with an approved California-type profilograph.

1.5.4.2 Testing Method

After the final rolling, but not later than 24 hours after placement, test

the surface of the pavement in each entire lot in a manner to reveal surface

irregularities exceeding the tolerances specified above. If any pavement

areas are diamond ground, retest these areas immediately after diamond

grinding. The maximum area allowed to be corrected by diamond grinding is

10 percent of the total area of the lot. Test the entire area of the

pavement with a profilograph. Check a number of random locations along with

any observed suspicious locations primarily at transverse and longitudinal

joints with the straightedge.


Hold the straightedge in contact with the pavement surface and measure the

maximum distance between the straightedge and the pavement surface.

Determine the amount of surface irregularity by placing the freestanding

(unleveled) straightedge on the pavement surface and allowing it to rest

upon the two highest spots covered by its length, and measuring the maximum

gap between the straightedge and the pavement surface in the area between




these two high points. Use the straightedge to measure abrupt changes in

surface grade.


Perform profilograph testing using an approved California profilograph and

procedures described in ASTM E1274. Provide equipment that utilizes

electronic recording and automatic computerized reduction of data to

indicate "must-grind" bumps and the Profile Index for the pavement. Use a

"blanking band" that is 0.2 inch wide and the "bump template" span 1 inch

with an offset of 0.4 inch. Provide profilograph operated by an approved,

factory-trained operator on the alignments specified above. Provide a copy

of the reduced tapes to the Owner's Representative at the end of each day's

testing.

1.5.4.2.3 Bumps ("Must Grind" Areas)

Reduce any bumps ("must grind" areas) shown on the profilograph trace which

exceed 0.4 inch in height by diamond grinding until they do not exceed 0.3

inch when retested. Taper diamond grinding in all directions to provide

smooth transitions to areas not requiring diamond grinding. The following

will not be permitted: (1) skin patching for correcting low areas, (2)

planing or milling for correcting high areas. At the Contractor's option,

pavement areas, including diamond ground areas, can be rechecked with the

profilograph in order to record a lower Profile Index.


Do not place asphalt pavement upon a wet surface or when the surface

temperature of the underlying course is less than specified in Table 4. The

temperature requirements may be waived by the Owner's Representative, if

requested; provided all other requirements, including compaction, are met.

Table 4. Surface Temperature Limitations of Underlying Course

Mat Thickness, inches Degrees F

3 or greater 40

Less than 3 45

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

Perform the work consisting of pavement courses composed of mineral

aggregate and asphalt material heated and mixed in a central mixing plant

and placed on a prepared course. Provide hot-mix asphalt (HMA) pavement

designed and constructed in accordance with this section conforming to the

lines, grades, thicknesses, and typical cross sections shown on the

drawings. Construct each course to the depth, section, or elevation

required by the drawings and rolled, finished, and approved before the

placement of the next course. Submit proposed Placement Plan, indicating

lane widths, longitudinal joints, and transverse joints for each course or

lift.




2.1.1 Asphalt Mixing Plant

Provide plants used for the preparation of asphalt mixture conforming to the

requirements of AASHTO M 156 with the following changes:

2.1.1.1 Truck Scales

Weigh the asphalt mixture on approved scales, or on certified public scales

at no additional expense to the Owner. Inspect and seal scales at least

annually by an approved calibration laboratory.

2.1.1.2 Inspection of Plant

Provide access to the Owner's Representative at all times, to all areas of

the plant for checking adequacy of equipment; inspecting operation of the

plant; verifying weights, proportions, and material properties; checking the

temperatures maintained in the preparation of the mixtures and for taking

samples. Provide assistance as requested, for the Owner's Representative to

procure any desired samples.

2.1.1.3 Storage Bins

The asphalt mixture may be stored in non-insulated storage bins for a period

of time not exceeding 3 hours. The asphalt mixture may be stored in

insulated storage bins for a period of time not exceeding 8 hours. Provide

the mix drawn from bins that meets the same requirements as mix loaded

directly into trucks.

2.1.2 Hauling Equipment

Provide trucks used for hauling asphalt mixture that have tight, clean, and

smooth metal beds. To prevent the mixture from adhering to them, Lightly

coat the truck beds with a minimum amount of paraffin oil, lime solution, or

other approved material. Do not use petroleum based products as a release

agent. Provide each truck with a suitable cover to protect the mixture from

adverse weather. When necessary to ensure that the mixture is delivered to

the site at the specified temperature, provide insulated or heated truck

beds with covers (tarps) that are securely fastened.

2.1.3 Material Transfer Vehicle (MTV)

Provide Material Transfer Vehicles for placement of the asphalt mixture. To

transfer the material from the hauling equipment to the paver, use a self-

propelled, material transfer vehicle with a swing conveyor that delivers

material to the paver from outside the paving lane and without making

contact with the paver. Provide MTV capable to move back and forth between

the hauling equipment and the paver providing material transfer to the

paver, while allowing the paver to operate at a constant speed. Provide

Material Transfer Vehicle with remixing and storage capability to prevent

physical and thermal segregation.

2.1.4 Asphalt Pavers

Provide mechanical spreading and finishing equipment consisting of a self-

powered paver, capable of spreading and finishing the mixture to the

specified line, grade, and cross section. Provide paver screed capable of




laying a uniform mixture to meet the specified thickness, smoothness, and

grade without physical or temperature segregation, the full width of the

material being placed. Provide a screed equipped with a compaction device

to be used during all placement.

2.1.4.1 Receiving Hopper

Provide paver with a receiving hopper of sufficient capacity to permit a

uniform spreading operation and a distribution system to place the mixture

uniformly in front of the screed without segregation. Provide a screed that

effectively produces a finished surface of the required evenness and texture

without tearing, shoving, or gouging the mixture.

2.1.4.2 Automatic Grade Controls

If an automatic grade control device is used, provide a paver equipped with

a control system capable of automatically maintaining the specified screed

elevation that is automatically actuated from either a reference line or

through a system of mechanical sensors or sensor-directed mechanisms or

devices which maintain the paver screed at a predetermined transverse slope

and at the proper elevation to obtain the required surface. Provide

transverse slope controller capable of maintaining the screed at the desired

slope within plus or minus 0.1 percent. Do not use the transverse slope

controller to control grade. Provide controls capable of working in

conjunction with any of the following attachments:

a. Ski-type device of not less than 30 feet in length.

b. Taut stringline set to grade.

c. Short ski or shoe for joint matching.

d. Laser control.

2.1.5 Rollers

Provide rollers in good condition and operated at slow speeds to avoid

displacement of the asphalt mixture. Provide sufficient number, type, and

weight of rollers to compact the mixture to the required density while it is

still in a workable condition. Do not use equipment which causes excessive

crushing of the aggregate.

2.1.6 Diamond Grinding

Those performing diamond grinding are required to have a minimum of three

years experience in diamond grinding of airfield pavements. In areas not

meeting the specified limits for surface smoothness and plan grade, reduce

high areas to attain the required smoothness and grade, except as depth is

limited below. Reduce high areas by diamond grinding the asphalt pavement

with approved equipment after the asphalt pavement is at a minimum age of 14

days. Perform diamond grinding by sawing with saw blades impregnated with

an industrial diamond abrasive. Assemble the saw blades in a cutting head

mounted on a machine designed specifically for diamond grinding that

produces the required texture and smoothness level without damage to the

asphalt pavement or joint faces. Provide diamond grinding equipment with

saw blades that are 1/8-inch wide, a minimum of 60 blades per 12 inches of

cutting head width, and capable of cutting a path a minimum of 3 feet wide.




Diamond grinding equipment that causes raveling, fracturing of aggregate ,

or disturbance to the underlying material will not be allowed. The maximum

area corrected by diamond grinding the surface of the asphalt pavement is 10

percent of the total area of any sublot. The maximum depth of diamond

grinding is 1/2 inch. Provide diamond grinding machine equipped to flush

and vacuum the pavement surface. Dispose of all debris from diamond

grinding operations off Owner property. Prior to diamond grinding, submit a

Diamond Grinding Plan for review and approval. At a minimum, include the

daily reports for the deficient areas, the location and extent of

deficiencies, corrective actions, and equipment. Remove and replace all

pavement areas requiring plan grade or surface smoothness corrections in

excess of the limits specified.

Prior to production diamond grinding operations, perform a test section at

the approved location, consisting of a minimum of two adjacent passes with a

minimum length of 40 feet to allow evaluation of the finish and transition

between adjacent passes. Production diamond grinding operations cannot be

performed prior to approval.

2.2 AGGREGATES

Sample aggregates in the presence of a Owner's Representative. Obtain

samples in accordance with ASTM D75/D75M and be representative of the

materials to be used for the project. 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 sufficient materials

to produce 200 pounds of blended mixture for mix design verification.

Submit all aggregate test results and samples to the Owner's Representative

at least 14 days prior to start of construction. Perform job aggregate

testing no earlier than 6 months before contract award.


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. Provide coarse aggregate particles meeting the following

requirements:

a. The percentage of loss not be greater than 40 percent after 500

revolutions when tested in accordance with ASTM C131/C131M.

b. The sodium sulfate soundness loss not exceeding 12 percent, or the

magnesium sulfate soundness loss not exceeding 18 percent after five

cycles when tested in accordance with ASTM C88.

c. At least 75 percent by weight of coarse aggregate contain at least two

or more fractured faces when tested in accordance with ASTM D5821 with

fractured faces produced by crushing.

d. The particle shape essentially cubical and the aggregate containing not

more than 20 percent, by weight, of flat particles and elongated

particles (3:1 ratio of maximum to minimum) when tested in accordance

with ASTM D4791.




e. Slag consisting of air-cooled, blast furnace slag, with a compacted

weight of not less than 75 pounds per cubic foot when tested in

accordance with ASTM C29/C29M.

f. Clay lumps and friable particles not exceeding 0.3 percent, by weight,

when tested in accordance with ASTM C142/C142M.


Provide fine aggregate consisting of clean, sound, tough, durable particles.

Provide aggregate particles that are free from coatings of clay, silt, or

any objectionable material, contain no clay balls, and meet the following

requirements:

a. Quantity of natural sand (noncrushed material) added to the aggregate

blend not exceeding 15 percent by weight of total aggregate.

b. Individual fine aggregate sources with a sand equivalent value greater

than 45 when tested in accordance with ASTM D2419.

c. Fine aggregate portion of the blended aggregate with an uncompacted

void content greater than 45.0 percent when tested in accordance with

AASHTO T 304 Method A.

d. Clay lumps and friable particles not exceeding 0.3 percent, by weight,

when tested in accordance with ASTM C142/C142M.

2.2.3 Mineral Filler

Provide mineral filler consisting of a nonplastic material meeting the

requirements of ASTM D242/D242M.

2.2.4 Aggregate Gradation

Provide a combined aggregate gradation that conforms to gradations specified

in Table 5, when tested in accordance with ASTM C136/C136M and ASTM C117,

and does not vary from the low limit on one sieve to the high limit on the

adjacent sieve or vice versa, but grades uniformly from coarse to fine.

Provide a JMF within the specification limits; however, the gradation can

exceed the limits when the allowable deviation from the JMF shown in Tables

8 and 9 are applied.

Table 5. Aggregate Gradations

Gradation 2 Gradation 3

Sieve Size, inch Percent Passing by

Mass

Percent Passing by

Mass

1 --- ---

3/4 100 ---

1/2 90-100 100





Gradation 2 Gradation 3

Sieve Size, inch Percent Passing by

Mass

Percent Passing by

Mass

3/8 69-89 90-100

No. 4 53-73 58-78

No. 8 38-60 40-60

No. 16 26-48 28-48

No. 30 18-38 18-38

No. 50 11-27 11-27

No. 100 6-18 6-18

No. 200 3-6 3-6

2.3 ASPHALT CEMENT BINDER

Provide asphalt cement binder that conforms to AASHTO M 320 Performance

Grade (PG) 76-22. Provide test data indicating grade certification by the

supplier at the time of delivery of each load to the mix plant. Submit

copies of these certifications to the Owner's Representative. The supplier

is defined as the last source of any modification to the binder. The

Owner's Representative may sample and test the binder at the mix plant at

any time before or during mix production. Obtain samples for this

verification testing in accordance with ASTM D140/D140M and in the presence

of the Owner's Representative. Provide these samples to the Owner's

Representative for the verification testing, which will be performed at the

Owners expense. Submit 5 gallon sample of the asphalt cement specified for

mix design verification and approval not less than 14 days before start of

the test section.

2.4 MIX DESIGN

Develop the mix design. Perform Job Mix formula (JMF) and aggregates

testing no earlier than 6 months before contract award. Provide asphalt

mixture composed of well-graded aggregate, mineral filler if required, and

asphalt material. Provide aggregate fractions sized, handled in separate

size groups, and combined in such proportions that the resulting mixture

meets the grading requirements of Table 5. Do not produce asphalt pavement

for payment until a JMF has been approved. Design the asphalt mixture using

the Superpave gyratory compactor set at 75 gyrations. Prepare samples at

various asphalt contents and compacted in accordance with ASTM D6925. Use

laboratory compaction temperatures for Polymer Modified Asphalts as

recommended by the asphalt cement manufacturer. If the Tensile Strength

Ratio (TSR) of the composite mixture, as determined by ASTM D4867/D4867M is

less than 75, reject the aggregates or the asphalt mixture treated with an




anti-stripping agent. Add a sufficient amount of anti-stripping agent to

produce a TSR of not less than 75. If an antistrip agent is required,

provide it at no additional cost to the Owner Provide sufficient materials

to produce 200 pound of blended mixture to the Owner's Representative for

verification of mix design at least 14 days prior to construction of test

section.

2.4.1 JMF Requirements

Submit the proposed JMF in writing, for approval, at least 14 days prior to

the start of the test section, including as a minimum:

a. Percent passing each sieve size.

b. Percent of asphalt cement.

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

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

e. Number of Superpave gyratory compactor gyrations.

f. Laboratory mixing temperature.

g. Lab compaction temperature.

h. Temperature-viscosity relationship of the asphalt cement.

i. Plot of the combined gradation on the 0.45 power gradation chart,

stating the nominal maximum size.

j. Graphical plots and summary tabulation of air voids, voids in the

mineral aggregate, and unit weight versus asphalt content as shown in

AI MS-2. Include summary tabulation that includes individual specimen

data for each specimen tested.

k. Specific gravity and absorption of each aggregate.

l. Percent natural sand.

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

aggregate).

n. Fine aggregate angularity.

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

p. Tensile Strength Ratio and wet/dry specimen test results.

q. Antistrip agent (if required).

r. List of all modifiers.

s. Percentage and properties (asphalt content aggregate gradation, and

aggregate properties) of RAP in accordance with paragraph RECYCLED

ASPHALT PAVEMENT, if RAP is used.




Table 6. Superpave Gyratory Compaction Criteria

Test Property Value

Air voids, percent 4(1)

Percent Voids in mineral aggregate

(minimum)

See Table 7

Dust Proportion(2) 0.8-1.2

TSR, minimum percent 75

(1) Select the JMF asphalt content corresponding to an air void content of 4

percent. Verify the other properties of Table 6 meet the specification

requirements at this asphalt content.

(2) Dust Proportion is calculated as the aggregate content, expressed as a

percent of mass, passing the No. 200 sieve, divided by the effective asphalt

content, in percent of total mass of the mixture.

Table 7. Minimum Percent Voids in Mineral Aggregate (VMA)(1)

Aggregate (See Table 5) Minimum VMA, percent

Gradation 2 14

Gradation 3 15

(1) Calculate VMA in accordance with AI MS-2, based on ASTM D2726/D2726M

bulk specific gravity for the aggregate.

2.4.2 Adjustments to JMF

The JMF for each mixture is in effect until a new formula is approved in

writing by the Owner's Representative. Should a change in sources of any

materials be made, perform a new mix design and a new JMF approved before

the new material is used. Make minor adjustments within the specification

limits to the JMF to optimize mix volumetric properties. Adjustments to the

original JMF are limited to plus or minus 4 percent on the No. 4 and coarser

sieves; plus or minus 3 percent on the No. 8 to No. 50 sieves; and plus or

minus 1 percent on the No. 100 sieve. Adjustments to the JMF are limited to

plus or minus 1.0 percent on the No. 200 sieve. Asphalt content adjustments

are limited to plus or minus 0.40 from the original JMF. If adjustments are

needed that exceed these limits, develop a new mix design.

2.5 RECYCLED ASPHALT PAVEMENT

RECYCLED ASPHALT IS NOT ALLOWED FOR THE PROJECT.PART 3 EXECUTION




3.1 CONTRACTOR QUALITY CONTROL

3.1.1 General Quality Control Requirements

Submit the Quality Control Plan. Do not produce hot-mix asphalt pavement

for payment until the quality control plan has been approved. In the

quality control plan, address all elements which affect the quality of the

pavement including, but not limited to:

a. Mix Design and unique JMF identification code

b. Aggregate Grading

c. Quality of Materials

d. Stockpile Management and procedures to prevent contamination

e. Proportioning

f. Mixing and Transportation

g. Correlation of mechanical hammer to hand hammer. Determine the number

of blows of the mechanical hammer required to provide the same density

of the JMF as provided by the hand hammer. Use the average of three

specimens per trial blow application.

h. Mixture Volumetrics

i. Moisture Content of Mixtures

j. Placing and Finishing

k. Joints

l. Compaction, including Asphalt Pavement-Portland Cement Concrete joints

m. Surface Smoothness

n. Truck bed release agent

3.1.2 Testing Laboratory

Provide a fully equipped asphalt laboratory located at the plant or job site

that is equipped with heating and air conditioning units to maintain a

temperature of 75 plus or minus 5 degrees F. Provide laboratory facilities

that are kept clean and all equipment maintained in proper working

condition. Provide the Owner's Representative with unrestricted access to

inspect the laboratory facility, to witness quality control activities, and

to perform any check testing desired. The Owner's Representative will

advise in writing of any noted deficiencies concerning the laboratory

facility, equipment, supplies, or testing personnel and procedures. When

the deficiencies are serious enough to adversely affect test results,

immediately suspend the incorporation of the materials into the work.

Incorporation of the materials into the work will not be permitted to resume

until the deficiencies are corrected.




3.1.3 Quality Control Testing

Perform all quality control tests applicable to these specifications and as

set forth in the Quality Control Program. Required elements of the testing

program include, but are not limited to, tests for the control of asphalt

content, aggregate gradation, temperatures, aggregate moisture, moisture in

the asphalt mixture, laboratory air voids, stability, flow, in-place

density, grade and smoothness. Develop a Quality Control Testing Plan as

part of the Quality Control Program.

3.1.3.1 Asphalt Content

A minimum of two tests to determine asphalt content will be performed per

lot (a lot is defined in paragraph QUALITY ASSURANCE) by one of the

following methods: extraction method in accordance with ASTM D2172/D2172M,

Method A or B, the ignition method in accordance with the AASHTO T 308, ASTM

D6307, or the nuclear method in accordance with ASTM D4125/D4125M, provided

each method is calibrated for the specific mix being used. For the

extraction method, determine the weight of ash, as described in ASTM

D2172/D2172M, as part of the first extraction test performed at the

beginning of plant production; and as part of every tenth extraction test

performed thereafter, for the duration of plant production. Use the last

weight of ash value in the calculation of the asphalt content for the

mixture.

3.1.3.2 Aggregate Properties

Determine aggregate gradations a minimum of twice per lot from mechanical

analysis of recovered aggregate in accordance with ASTM D5444 or ASTM D6307.

For batch plants, test aggregatesin accordance with ASTM C136/C136M using

actual batch weights to determine the combined aggregate gradation of the

mixture. Determine the specific gravity of each aggregate size grouping for

each 20,000 tons in accordance with ASTM C127 or ASTM C128. Determine

fractured faces for gravel sources for each 20,000 tons in accordance with

ASTM D5821. Determine the uncompacted void content of manufactured sand for

each 20,000 tons in accordance with AASHTO T 304 Method A.

3.1.3.3 Temperatures

Check temperatures at least four times per lot, at necessary locations, to

determine the temperature at the dryer, the asphalt cement in the storage

tank, the asphalt mixture at the plant, and the asphalt mixture at the job

site.

3.1.3.4 Aggregate Moisture

Determine the moisture content of aggregate used for production a minimum of

once per lot in accordance with ASTM C566.

3.1.3.5 Moisture Content of Mixture

Determine the moisture content of the mixture at least once per lot in

accordance with AASHTO T 329.

3.1.3.6 Laboratory Air Voids, VMA




Obtain mixture samples at least four times per lot and compacted into

specimens, using 75 gyrations of the Superpave gyratory compactor as

described in ASTM D6925. After compaction, dtermine the laboratory air

voids and VMA of each specimen. Provide VMA within the limits of Table 7.

3.1.3.7 In-Place Density

Conduct any necessary testing to ensure the specified density is achieved.

A nuclear gauge or other non-destructive testing device may be used to

monitor pavement density.

3.1.3.8 Grade and Smoothness

Conduct the necessary checks to ensure the grade and smoothness requirements

are met in accordance with paragraph QUALITY ASSURANCE.

3.1.3.9 Additional Testing

Perform any additional testing, deemed necessary to control the process.

3.1.3.10 QC Monitoring

Submit all QC test results to the Owner's Representative on a daily basis as

the tests are performed. The Owner's Representative reserves the right to

monitor any of the Contractor's quality control testing and to perform

duplicate testing as a check to the Contractor's quality control testing.

3.1.4 Sampling

When directed by the Owner's Representative, sample and test any material

which appears inconsistent with similar material being produced, unless such

material is voluntarily removed and replaced or deficiencies corrected.

Perform all sampling in accordance with standard procedures specified.

3.1.5 Control Charts

For process control, establish and maintain linear control charts on both

individual samples and the running average of last four samples for the

parameters listed in Table 8, as a minimum. Post the control charts as

directed by the Owner's Representative and maintain current at all times.

Identify the following on the control charts, the project number, the test

parameter being plotted, the individual sample numbers, the Action and

Suspension Limits listed in Table 8 applicable to the test parameter being

plotted, and the test results. Also show target values (JMF) on the control

charts as indicators of central tendency for the cumulative percent passing,

asphalt content, and laboratory air voids parameters. When the test results

exceed either applicable Action Limit, take immediate steps to bring the

process back in control. When the test results exceed either applicable

Suspension Limit, halt production until the problem is solved. When the

Suspension Limit is exceeded for individual values or running average

values, the Owner's Representative has the option to require removal and

replacement of the material represented by the samples or to leave in place

and base acceptance on mixture volumetric properties and in place density.

Use the control charts as part of the process control system for identifying

trends so that potential problems can be corrected before they occur. Make

decisions concerning mix modifications based on analysis of the results

provided in the control charts. In the Quality Control Plan, indicate the




appropriate action to be taken to bring the process into control when

certain parameters exceed their Action Limits.

Table 8. Action and Suspension Limits for the Parameters to be Plotted on

Individual and Running Average Control Charts

Individual Samples Running Average of Last

Four Samples

Parameter to be Plotted Action

Limit

Suspension

Limit

Action

Limit

Suspension

Limit

No. 4 sieve, Cumulative

Percent Passing, deviation

from JMF target; plus or

minus values

6 8 4 5




minus values

4 6 3 4




minus values

1.4 2.0 1.1 1.5

Asphalt content, percent

deviation from JMF target;

plus or minus value

0.4 0.5 0.2 0.3

Laboratory Air Voids,

percent deviation from JMF

target value

No specific action and suspension limits set

since this parameter is used to determine percent

payment

In-place Mat Density,

percent of TMD



payment

In-place Joint Density,

percent of TMD



payment

VMA




Table 8. Action and Suspension Limits for the Parameters to be Plotted on

Individual and Running Average Control Charts

Individual Samples Running Average of Last

Four Samples

Parameter to be Plotted Action

Limit

Suspension

Limit

Action

Limit

Suspension

Limit

Gradation 2 14.3 14.0 14.5 14.0

Gradation 3 15.3 15.0 15.0 15.0

3.2 PREPARATION OF ASPHALT BINDER MATERIAL

Heat the asphalt cement material while avoiding local overheating and

providing a continuous supply of the asphalt material to the mixer at a

uniform temperature. Maintain the temperature of unmodified asphalts to no

more than 325 degrees F when added to the aggregates. The temperature of

modified asphalts is not to exceed 350 degrees F.

3.3 PREPARATION OF MINERAL AGGREGATE

Heat and dry the aggregate for the mixture prior to mixing. No damage to

the aggregates due to the maximum temperature and rate of heating used is

allowed. Maintain the temperature no lower than is required to obtain

complete coating and uniform distribution on the aggregate particles and to

provide a mixture of satisfactory workability.

3.4 PREPARATION OF HOT-MIX ASPHALT MIXTURE

Weigh or meter the aggregates and the asphalt cement and introduce into the

mixer in the amount specified by the JMF. Limit the temperature of the

asphalt mixture to 350 degrees F when the asphalt cement is added. Mix the

combined materials until the aggregate obtains a thorough and uniform

coating of asphalt binder (testing in accordance with ASTM D2489/D2489M may

be required by the Owner's Representative) and is thoroughly distributed

throughout the mixture. The moisture content of all asphalt mixture upon

discharge from the plant is not to exceed 0.5 percent by total weight of

mixture as measured by ASTM D1461.

3.5 PREPARATION OF THE UNDERLYING SURFACE

Immediately before placing asphalt pavement, clean the underlying course of

dust and debris. Apply a prime coat in accordance with the contract

specifications.

3.6 TEST SECTION

Prior to full production, place a test section for each JMF used. Construct

a test section consisting of a maximum of 250 tons and two paver passes wide

placed in two lanes, with a longitudinal cold joint. Do not place the

second lane of test section until the temperature of pavement edge is less

than 175 degrees F. Construct the test section with the same depth as the

course which it represents. Ensure the underlying grade or pavement




structure upon which the test section is to be constructed is the same or

very similar to the underlying layer for the project. Use the same

equipment in construction of the test section as on the remainder of the

course represented by the test section. Construct the test section as part

of the project pavement as approved by the Owner's Representative.

3.6.1 Sampling and Testing for Test Section

Obtain one random sample at the plant, triplicate specimens compacted, and

tested for stability, flow, and laboratory air voids. Test a portion of the

same sample for theoretical maximum density (TMD), aggregate gradation and

asphalt content. Test an additional portion of the sample to determine the

TSR. Adjust the compactive effort as required to provide TSR specimens with

an air void content of 7 plus or minus 1 percent. Obtain four randomly

selected cores from the finished pavement mat, and four from the

longitudinal joint, and tested for density. Perform random sampling in

accordance with procedures contained in ASTM D3665. Construction may

continue provided the test results are within the tolerances or exceed the

minimum values shown in Table 9. If all test results meet the specified

requirements, the test section may remain as part of the project pavement.

If test results exceed the tolerances shown, remove and replace the test

section and construct another test sectionat no additional cost to the.

Table 9. Test Section Requirements for Material and Mixture Properties

Property Specification Limit

Aggregate Gradation-Percent Passing (Individual Test Result)

No. 4 and larger JMF plus or minus 8

No. 8, No. 16, No. 30, and No. 50 JMF plus or minus 6

No. 100 and No. 200 JMF plus or minus 2.0

Asphalt Content, Percent (Individual

Test Result)

JMF plus or minus 0.5

Laboratory Air Voids, Percent (Average

of 3 specimens)

JMF plus or minus 1.0

VMA, Percent (Average of 3 specimens) See Table 7

Tensile Strength Ratio (TSR) (At 7

percent plus/minus 1 percent air void

content)

75 percent minimum

Conditioned Strength 60 psi minimum

Mat Density, Percent of TMD (Average

of 4 Random Cores)

92.0 - 96.0

Joint Density, Percent of TMD (Average

of 4 Random Cores)

90.5 minimum




3.6.2 Additional Test Sections

If the initial test section proves to be unacceptable, make the necessary

adjustments to the JMF, plant operation, placing procedures, and rolling

procedures before beginning construction of a second test section.

Construct and evaluate additional test sections, as required, for

conformance to the specifications. Full production paving is not allowed

until an acceptable test section has been constructed and accepted.

3.7 TESTING LABORATORY

Laboratories used to develop the JMF, perform Contractor Quality Control

testing, and quality assurance and acceptance testing are required to meet

the requirements of ASTM D3666. Perform all required test methods by an

accredited laboratory. Submit a certification of compliance signed by the

manager of the laboratory stating that it meets these requirements to the

Owner's Representative prior to the start of construction. At a minimum,

include the following certifications:

a. Qualifications of personnel; laboratory manager, supervising

technician, and testing technicians.

b. A listing of equipment to be used in developing the job mix.

c. A copy of the laboratory's quality control system.

d. Evidence of participation in the AASHTO Materials Reference Laboratory

(AMRL) program.

3.8 TRANSPORTING AND PLACING

3.8.1 Transporting

Transport asphalt mixture from the mixing plant to the site in clean, tight

vehicles. Schedule deliveries so that placing and compacting of mixture is

uniform with minimum stopping and starting of the paver. Provide adequate

artificial lighting for night placements. Hauling over freshly placed

material is not permitted until the material has been compacted as

specified, and allowed to cool to 140 degrees F.

3.8.2 Placing

Place the mix in lifts of adequate thickness and compacted at a temperature

suitable for obtaining density, surface smoothness, and other specified

requirements. Upon arrival, place the mixture to the full width by an

asphalt paver; strike off in a uniform layer of such depth that, when the

work is completed, the required thickness and conform to the grade and

contour indicated. Do not broadcast waste mixture onto the mat or recycled

into the paver hopper. Collect waste mixture and dispose off site.

Regulate the speed of the paver to eliminate pulling and tearing of the

asphalt mat. Begin placement of the mixture along the centerline of a

crowned section or on the high side of areas with a one-way slope. Place

the mixture in consecutive adjacent strips having a minimum width of 10

feet. Offset the longitudinal joint in one course from the longitudinal

joint in the course immediately below by at least 1 foot; however, locate

the joint in the surface course at the centerline of the pavement. Offset

transverse joints in one course by at least 10 feet from transverse joints




in the previous course. Offset transverse joints in adjacent lanes a

minimum of 10 feet. On isolated areas where irregularities or unavoidable

obstacles make the use of mechanical spreading and finishing equipment

impractical, the mixture may be spread and luted by hand tools.

3.9 COMPACTION OF MIXTURE

3.9.1 General

a. After placing, thoroughly and uniformly compact the mixture by rolling.

Compact the surface as soon as possible without causing displacement,

cracking or shoving. Determine the sequence of rolling operations and

the type of rollers used, except as specified in paragraph ASPHALT

PAVEMENT-PORTLAND CEMENT CONCRETE JOINTS and with the exception that

application of more than three passes with a vibratory roller in the

vibrating mode is prohibited. Maintan the speed of the roller, at all

times, sufficiently slow to avoid displacement of the asphalt mixture

and be effective in compaction. Correct at once any displacement

occurring as a result of reversing the direction of the roller, or from

any other cause.

b. Furnish sufficient rollers to handle the output of the plant. Continue

rolling until the surface is of uniform texture, true to grade and

cross section, and the required field density is obtained. To prevent

adhesion of the mixture to the roller, keep the wheels properly

moistened, but excessive water is not permitted. In areas not

accessible to the roller, thoroughly compact the mixture with hand

tampers. Remove the full depth of any mixture that becomes loose and

broken, mixed with dirt, contains check-cracking, or is in any way

defective, replace with fresh asphalt mixture and immediately compact

to conform to the surrounding area. Perform this work at no expense to

the Owner. Skin patching is not allowed.

3.9.2 Segregation

The Owner's Representative can sample and test any material that looks

deficient. When the in-place material appears to be segregated, the Owner's

Representative has the option to sample the material and have it tested and

compared to the aggregate gradation, asphalt content, and in-place density

requirements in Table 9. If the material fails to meet these specification

requirements, remove and replace the extent of the segregated material the

full depth of the layer of asphalt mixture at no additional cost to the

Owner. When segregation occurs in the mat, take appropriate action to

correct the process so that additional segregation does not occur.

3.10 JOINTS

Construct joints to ensure a continuous bond between the courses and to

obtain the required density. Provide all joints with the same texture as

other sections of the course and meet the requirements for smoothness and

grade.

3.10.1 Transverse Joints

Do not pass the roller over the unprotected end of the freshly laid mixture,

except when necessary to form a transverse joint. When necessary to form a

transverse joint, construct by means of placing a bulkhead or by tapering




the course. Utilize a dry saw cut on the transverse joint full depth and

width on a straight line to expose a vertical face prior to placing the

adjacent lane. Cutting equipment that uses water as a cooling or cutting

agent nor milling equipment is permitted. Remove the cutback material from

the project. In both methods, provide a light tack coat of asphalt material

to all contact surfaces before placing any fresh mixture against the joint.

3.10.2 Longitudinal Joints

Cut back longitudinal joints which are irregular, damaged, uncompacted, cold

(less than 175 degrees F at the time of placing the adjacent lane), or

otherwise defective, a maximum of 3 inches from the top edge of the lift

with a cutting wheel to expose a clean, sound, near vertical surface for the

full depth of the course. Remove all cutback material from the project.

Cutting equipment that uses water as a cooling or cutting agent nor milling

equipment is permitted. Provide a light tack coat of asphalt material to

all contact surfaces prior to placing any fresh mixture against the joint.





SECTION 32 12 16

HOT-MIX ASPHALT (HMA) FOR ROADS

PART 1 GENERAL

1.1 UNIT PRICES

1.1.1 Method of Measurement

The amount paid for will be the number of short tons of hot-mix asphalt

mixture used in the accepted work. Weigh hot-mix asphalt mixture after

mixing, and no separate payment will be made for weight of asphalt cement

material incorporated herein.

1.1.2 Basis of Payment

Quantities of hot-mix asphalt mixtures, determined as specified above, will

be paid for at respective contract unit prices or at reduced prices adjusted

in accordance with paragraphs MATERIAL ACCEPTANCE and PERCENT PAYMENT.

Payment will constitute full compensation for furnishing all materials,

equipment, plant, and tools; and for all labor and other incidentals

necessary to complete work required by this section of the specification.

1.1.3 Percent Payment

Submit pay calculations. When a lot of material fails to meet the

specification requirements for 100 percent pay, as outlined in the following

paragraphs, that lot shall be removed and replaced, or accepted at a reduced

price which will be computed by multiplying the unit price by the lot's pay

factor. The lot pay factor is determined by taking the lowest computed pay

factor based on either laboratory air voids, in-place density, grade or

smoothness (each discussed below). At the end of the project, an average of

all lot pay factors will be calculated. If this average lot pay factor

equals or exceeds 95.0 percent, and no individual lot has a pay factor less

than 75.1 percent, then the percent payment for the entire project will be

100 percent of the unit bid price. If the average lot pay factor is less

than 95.0 percent, then each lot will be paid for at the unit price

multiplied by the lot's pay factor. For any lots which are less than 2000

short tons, a weighted lot pay factor will be used to calculate the average

lot pay factor.

1.1.4 Laboratory Air Voids and Theoretical Maximum Density

Laboratory air voids will be calculated by determining the Marshall or

Superpave density of each lab compacted specimen using the laboratory-

prepared, thoroughly dry method of ASTM D2726/D2726M and determining the

theoretical maximum density of every other sublot sample using ASTM

D2041/D2041M. Laboratory air void calculations for each sublot will use the

latest theoretical maximum density values obtained, either for that sublot

or the previous sublot. The mean absolute deviation of the four laboratory

air void contents (one from each sublot) from the JMF air void content will

be evaluated and a pay factor determined from Table 1. All laboratory air

void tests will be completed and reported within 24 hours after completion

of construction of each lot.




1.1.5 Mean Absolute Deviation

An example of the computation of mean absolute deviation for laboratory air

voids is as follows: Assume that the laboratory air voids are determined

from 4 random samples of a lot (where 3 specimens were compacted from each

sample). The average laboratory air voids for each sublot sample are

determined to be 3.5, 3.0, 4.0, and 3.7. Assume that the target air voids

from the JMF is 4.0. The mean absolute deviation is then:

Mean Absolute Deviation = (|3.5 - 4.0| + |3.0 - 4.0| + |4.0 - 4.0| + |3.7 -

4.0|/4

= (0.5 + 1.0 + 0.0 + 0.3)/4 = (1.8)/4 = 0.45

The mean absolute deviation for laboratory air voids is determined to be

0.45. It can be seen from Table 1 that the lot's pay factor based on

laboratory air voids, is 100 percent.

Table 1. Pay Factor Based on Laboratory Air Voids

Mean Absolute Deviation of Lab Air

Voids from JMF

Pay Factor, percent

O.60 or less 100

0.61 - 0.80 98

0.81 - 1.00 95

1.01 - 1.20 90

Above 1.20 reject (0)

1.1.6 In-place Density

For determining in-place density, one random core (4 inches or 6 inches in

diameter) will be taken by the Owner's Representative from the mat (interior

of the lane) of each sublot, and one random core will be taken from the

joint (immediately over joint) of each sublot. Each random core will be

full thickness of the layer being placed. When the random core is less than

1 inch thick, it will not be included in the analysis. In this case,

another random core will be taken. After air drying to a constant weight,

cores obtained from the mat and from the joints will be used for in-place

density determination.

1.1.7 Mat and Joint Densities

The average in-place mat and joint densities are expressed as a percentage

of the average TMD for the lot. The TMD for each lot will be determined as

the average TMD of the two random samples per lot. The average in-place mat

density and joint density for a lot are determined and compared with Table 2

to calculate a single pay factor per lot based on in-place density, as

described below. First, a pay factor for both mat density and joint density




are determined from Table 2. The area associated with the joint is then

determined and will be considered to be 5 feet wide times the length of

completed longitudinal construction joint in the lot. This area will not

exceed the total lot size. The length of joint to be considered will be

that length where a new lane has been placed against an adjacent lane of

hot-mix asphalt pavement, either an adjacent freshly paved lane or one paved

at any time previously. The area associated with the joint is expressed as

a percentage of the total lot area. A weighted pay factor for the joint is

determined based on this percentage (see example below). The pay factor for

mat density and the weighted pay factor for joint density is compared and

the lowest selected. This selected pay factor is the pay factor based on

density for the lot. When the TMD on both sides of a longitudinal joint is

different, the average of these two TMD will be used as the TMD needed to

calculate the percent joint density. All density results for a lot will be

completed and reported within 24 hours after the construction of that lot.



Cores) (Percent of TMD)

Pay Factor, Percent Average Joint Density (4


94.0 - 96.0 100.0 92.5 or above

93.9 100.0 92.4

93.8 or 96.1 99.9 92.3

93.7 99.8 92.2

93.6 or 96.2 99.6 92.1

93.5 99.4 92.0

93.4 or 96.3 99.1 91.9

93.3 98.7 91.8

93.2 or 96.4 98.3 91.7

93.1 97.8 91.6

93.0 or 96.5 97.3 91.5

92.9 96.3 91.4

92.8 or 96.6 94.1 91.3

92.7 92.2 91.2

92.6 or 96.7 90.3 91.1

92.5 87.9 91.0







Pay Factor, Percent Average Joint Density (4


92.4 or 96.8 85.7 90.9

92.3 83.3 90.8

92.2 or 96.9 80.6 90.7

92.1 78.0 90.6

92.0 or 97.0 75.0 90.5

below 92.0 or above 97.0 0.0 (reject) below 90.5

1.1.8 Pay Factor Based on In-place Density

An example of the computation of a pay factor (in I-P units only) based on

in-place density, is as follows: Assume the following test results for

field density made on the lot: (1) Average mat density = 93.2 percent of

TMD. (2) Average joint density = 91.5 percent of TMD. (3) Total area of

lot = 30,000 square feet. (4) Length of completed longitudinal construction

joint = 2000 feet.

1.1.8.1 Step 1

Determine pay factor based on mat density and on joint density, using Table

2:

Mat Density 93.2 percent equals 98.3 pay factor

Joint Density 91.5 percent equals 97.3 pay factor

1.1.8.2 Step 2

Determine ratio of joint area (length of longitudinal joint x 5 ft) to mat

area (total paved area in the lot): Multiply the length of completed

longitudinal construction joint by the specified 5 ft. width and divide by

the mat area (total paved area in the lot).

(2000 ft. x 5 ft.)/30,000 sq.ft. = 0.3333 ratio of joint area to mat area

(ratio).

1.1.8.3 Step 3

Weighted pay factor (wpf) for joint is determined as indicated below:

wpf = joint pay factor + (100 - joint pay factor) (1 - ratio)

wpf = 97.3 + (100-97.3) (1-.3333) = 99.1 percent




1.1.8.4 Step 4

Compare weighted pay factor for joint density to pay factor for mat density

and select the smaller:

a. Pay factor for mat density: 98.3 percent. Weighted pay factor for

joint density: 99.1 percent

b. Select the smaller of the two values as pay factor based on density:

98.3 percent

1.1.9 Pay Factor for Grade

When more than 5 percent of all measurements made within a lot are outside

the 0.05 foot tolerance, the pay factor based on grade for that lot will be

95 percent. In areas where the grade exceeds the tolerance by more than 50

percent, remove the surface lift full depth and replace the lift with hot-

mix asphalt to meet specification requirements, at no additional cost to the

Owner.

1.1.10 Payment Adjustment for Smoothness

1.1.10.1 Straightedge Testing

Record location and deviation from straightedge for all measurements. When

between 5.0 and 10.0 percent of all measurements made within a lot exceed

the tolerance specified in paragraph Smoothness Requirements above, after

any reduction of high spots or removal and replacement, the computed pay

factor for that lot based on surface smoothness, will be 95 percent. When

more than 10.0 percent of all measurements exceed the tolerance, the

computed pay factor will be 90 percent. When between 15.0 and 20.0 percent

of all measurements exceed the tolerance, the computed pay factor will be 75

percent. When 20.0 percent or more of the measurements exceed the

tolerance, the lot shall be removed and replaced at no additional cost to

the Owner. Regardless of the above, any small individual area with surface

deviation which exceeds the tolerance given above by more than 50 percent,

shall be corrected by diamond grinding to meet the specification

requirements above or shall be removed and replaced at no additional cost to

the Owner.

1.1.10.2 Profilograph Testing

Record location and data from all profilograph measurements. When the

Profile Index of a 0.1 mile segment of a lot exceeds the tolerance specified

in paragraph Smoothness Requirements above by 1.0 inch/mile, but less than

2.0 inches/mile, after any reduction of high spots or removal and

replacement, the computed pay factor for that lot based on surface

smoothness will be 95 percent. When the Profile Index exceeds the tolerance

by 2.0 inches/mile, but less than 3.0 inches/mile, the computed pay factor

will be 90 percent. When the Profile Index exceeds the tolerance by 3.0

inches/mile, but less than 4.0 inches/mile, the computed pay factor will be

75 percent. When the Profile Index exceeds the tolerance by 4.0 inches/mile

or more, the lot shall be removed and replaced at no additional cost to the

Owner. Regardless of the above, any small individual area with surface

deviation which exceeds the tolerance given above by more than 5.0

inches/mile or more, shall be corrected by grinding to meet the




specification requirements above or shall be removed and replaced at no

additional cost to the Owner.

1.1.10.3 Bumps ("Must Grind" Areas)

Any bumps ("must grind" areas) shown on the profilograph trace which exceed

0.3 inch in height shall be reduced by diamond grinding until they do not

exceed 0.3 inch when retested. Such grinding shall be tapered in all

directions to provide smooth transitions to areas not requiring grinding.

The following will not be permitted: (1) skin patching for correcting low

areas, (2) planing or milling for correcting high areas. At the

Contractor's option, pavement areas, including ground areas, may be

rechecked with the profilograph in order to record a lower Profile Index.

1.2 REFERENCES





(AASHTO)


Requirements for Mixing Plants for Hot-Mixed,

Hot-Laid Bituminous Paving Mixtures

AASHTO M 320 (2017) Standard Specification for

Performance-Graded Asphalt Binder

AASHTO T 304 (2011; R 2015) Standard Method of Test for

Uncompacted Void Content of Fine Aggregate

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

















Machine







ASTM C566 (2013) Standard Test Method for Total

Evaporable Moisture Content of Aggregate by

Drying



Magnesium Sulfate

ASTM D1461 (2017) Standard Test Method for Moisture or

Volatile Distillates in Asphalt Mixtures

ASTM D2041/D2041M (2011) Theoretical Maximum Specific Gravity

and Density of Bituminous Paving Mixtures

ASTM D2172/D2172M (2017) Standard Test Methods for Quantitative

Extraction of Asphalt Binder from Asphalt

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 (2016) Standard Test Method for Estimating

Degree of Particle Coating of Asphalt

Mixtures

ASTM D2726/D2726M (2017) Standard Test Method for Bulk Specific

Gravity and Density of Non-Absorptive

Compacted Bituminous Mixtures

ASTM D2950/D2950M (2014) Density of Bituminous Concrete in

Place by Nuclear Methods


Materials

ASTM D3666 (2016) 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



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 (2016) Standard Test Method for Asphalt

Content of Hot Mix Asphalt by Ignition Method

ASTM D6925 (2014) Standard Test Method for Preparation

and Determination of the Relative Density of

Hot Mix Asphalt (HMA) Specimens by Means of

the Superpave Gyratory Compactor

ASTM D6926 (2016) Standard Practice for Preparation of

Asphalt Mixture Specimens Using Marshall

Apparatus

ASTM D6927 (2015) Standard Test Method for Marshall

Stability and Flow of Bituminous Mixtures

STATE OF CALIFORNIA DEPARTMENT OF TRANSPORTATION (CALTRANS)

CTM 526 (2002) Operation of California Profilograph

and Evaluation of Profiles


COE CRD-C 171 (1995) Standard Test Method for Determining

Percentage of Crushed Particles in Aggregate

1.3 SUBMITTALS




SD-03 Product Data

Mix Design; G

Quality Control; G

Material Acceptance; G

Percent Payment; G

SD-04 Samples

Asphalt Cement Binder

../Word/01%2033%2000.doc




Aggregates

SD-06 Test Reports

Aggregates; G

QC Monitoring

SD-07 Certificates

Asphalt Cement Binder; G

Testing Laboratory


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 3. The

temperature requirements may be waived by the Owner's Representative, if

requested; however, meet all other requirements, including compaction.

Table 3. Surface Temperature Limitations of Underlying Course

Mat Thickness, inches Degrees F

3 or greater 40

Less than 3 45

PART 2 PRODUCTS


Perform the work consisting of pavement courses composed of mineral

aggregate and asphalt material heated and mixed in a central mixing plant

and placed on a prepared course. HMA designed and constructed in accordance

with this section shall conform to the lines, grades, thicknesses, and

typical cross sections indicated. Construct each course to the depth,

section, or elevation required by the drawings and roll, finish, and approve

it before the placement of the next course.

2.1.1 Asphalt Mixing Plant

Plants used for the preparation of hot-mix asphalt shall conform to the

requirements of AASHTO M 156 with the following changes:

2.1.1.1 Truck Scales

Weigh the asphalt mixture on approved, certified scales at the Contractor's

expense. Inspect and seal scales at least annually by an approved

calibration laboratory.




2.1.1.2 Testing Facilities

Provide laboratory facilities at the plant for the use of the Owner's

acceptance testing and the Contractor's quality control testing.

2.1.1.3 Inspection of Plant

Provide the Owner's Representative with access at all times, to all areas of

the plant for checking adequacy of equipment; inspecting operation of the

plant; verifying weights, proportions, and material properties; checking the

temperatures maintained in the preparation of the mixtures and for taking

samples. Provide assistance as requested, for the Owner's Representative to

procure any desired samples.

2.1.1.4 Storage bins

Use of storage bins for temporary storage of hot-mix asphalt will be

permitted as follows:

a. The asphalt mixture may be stored in non-insulated storage bins for a

period of time not exceeding 3 hours.

b. The asphalt mixture may be stored in insulated storage bins for a

period of time not exceeding 8 hours. The mix drawn from bins shall

meet the same requirements as mix loaded directly into trucks.

2.1.2 Hauling Equipment

Provide trucks for hauling hot-mix asphalt having tight, clean, and smooth

metal beds. To prevent the mixture from adhering to them, the truck beds

shall be lightly coated with a minimum amount of paraffin oil, lime

solution, or other approved material. Petroleum based products shall not be

used as a release agent. Each truck shall have a suitable cover to protect

the mixture from adverse weather. When necessary to ensure that the mixture

will be delivered to the site at the specified temperature, truck beds shall

be insulated or heated and covers (tarps) shall be securely fastened.

2.1.3 Asphalt Pavers

Provide asphalt pavers which are self-propelled, with an activated screed,

heated as necessary, and capable of spreading and finishing courses of hot-

mix asphalt which will meet the specified thickness, smoothness, and grade.

The paver shall have sufficient power to propel itself and the hauling

equipment without adversely affecting the finished surface.

2.1.3.1 Receiving Hopper

Provide paver with a receiving hopper of sufficient capacity to permit a

uniform spreading operation and equipped with a distribution system to place

the mixture uniformly in front of the screed without segregation. The

screed shall effectively produce a finished surface of the required evenness

and texture without tearing, shoving, or gouging the mixture.

2.1.3.2 Automatic Grade Controls

Equip the paver with a control system capable of automatically maintaining

the specified screed elevation. The control system shall be automatically




actuated from either a reference line and/or through a system of mechanical

sensors or sensor-directed mechanisms or devices which will maintain the

paver screed at a predetermined transverse slope and at the proper elevation

to obtain the required surface. The transverse slope controller shall be

capable of maintaining the screed at the desired slope within plus or minus

0.1 percent. A transverse slope controller shall not be used to control

grade. Provide controls capable of working in conjunction with any of the

following attachments:

a. Ski-type device of not less than 30 feet in length.

b. Taut stringline set to grade.

c. Short ski or shoe for joint matching.

d. Laser control.

2.1.4 Rollers

Rollers shall be in good condition and shall be operated at slow speeds to

avoid displacement of the asphalt mixture. The number, type, and weight of

rollers shall be sufficient to compact the mixture to the required density

while it is still in a workable condition. Do not use equipment which

causes excessive crushing of the aggregate.

2.2 AGGREGATES

Provide aggregates consisting of crushed stone, crushed gravel, crushed

slag, screenings, natural sand and mineral filler, as required. Submit

sufficient materials to produce 200 lb of blended mixture for mix design

verification. 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 and samples

to the Contracting Officer at least 14 days prior to start of construction.


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:

a. The percentage of loss shall not be greater than 40 percent after 500

revolutions when tested in accordance with ASTM C131/C131M.

b. The percentage of loss shall not be greater than 18 percent after five

cycles when tested in accordance with ASTM C88 using magnesium sulfate.

c. At least 75 percent by weight of coarse aggregate shall have at least

two or more fractured faces when tested in accordance with COE CRD-C

171. Fractured faces shall be produced by crushing.

d. The particle shape shall be essentially cubical and the aggregate shall

not contain more than 20 percent percent, by weight, of flat and




elongated particles (3:1 ratio of maximum to minimum) when tested in

accordance with ASTM D4791.

e. 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.

f. Clay lumps and friable particles shall not exceed 0.3 percent, by

weight, when tested in accordance with ASTM C142/C142M.


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.

a. All individual fine aggregate sources shall have a sand equivalent

value not less than 45 when tested in accordance with ASTM D2419.

b. 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 AASHTO T 304 Method A.

c. The quantity of natural sand (noncrushed material) added to the

aggregate blend shall not exceed 25 percent by weight of total

aggregate.

d. Clay lumps and friable particles shall not exceed 0.3 percent, by

weight, when tested in accordance with ASTM C142/C142M

2.2.3 Mineral Filler

Mineral filler shall be nonplastic material meeting the requirements of ASTM

D242/D242M.

2.2.4 Aggregate Gradation

The combined aggregate gradation shall conform to gradations specified in

Table 4, when tested in accordance with ASTM C136/C136M and ASTM C117, and

shall not vary from the low limit on one sieve to the high limit on the

adjacent sieve or vice versa, but grade uniformly from coarse to fine.


Sieve Size, inch Gradation 2 Percent

Passing by Mass

Gradation 3 Percent

Passing by Mass

1 --- ---

3/4 100 ---

1/2 76-96 100





Sieve Size, inch Gradation 2 Percent

Passing by Mass

Gradation 3 Percent

Passing by Mass

3/8 69-89 76-96

No. 4 53-73 58-78

No. 8 38-60 40-60

No. 16 26-48 28-48

No. 30 18-38 18-38

No. 50 11-27 11-27

No. 100 6-18 6-18

No. 200 3-6 3-6

2.3 ASPHALT CEMENT BINDER

Asphalt cement binder shall conform to AASHTO M 320 Performance Grade (PG)

67-22. Test data indicating grade certification shall be provided by the

supplier at the time of delivery of each load to the mix plant. Submit

copies of these certifications to the Owner's Representative. The supplier

is defined as the last source of any modification to the binder. Submit

copies of certified test data, amount, type and description of any modifiers

blended into the asphalt cement binder.

2.4 MIX DESIGN

a. Develop the mix design. The asphalt mix shall be composed of a mixture

of well-graded aggregate, mineral filler if required, and asphalt

material. The aggregate fractions shall be sized, handled in separate

size groups, and combined in such proportions that the resulting

mixture meets the grading requirements of the job mix formula (JMF).

Submit proposed JMF; do not produce hot-mix asphalt for payment until a

JMF has been approved. The hot-mix asphalt shall be designed in

accordance with Marshall (MS-02), Superpave (SP-2), or Hveem (MS-02)

procedures and the criteria shown in Table 5. Use the hand-held hammer

to compact the specimens for Marshall mix design. If the Tensile

Strength Ratio (TSR) of the composite mixture, as determined by ASTM

D4867/D4867M is less than 75, the aggregates shall be rejected or the

asphalt mixture treated with an approved anti-stripping agent. The

amount of anti-stripping agent added shall be sufficient to produce a

TSR of not less than 75. Provide an antistrip agent, if required, at

no additional cost.

b. At the option of the Contractor, a currently used DOT Superpave hot mix

may be used in lieu of developing a Marshall hot mix design as




described herein. Design the Superpave volumetric mix in accordance

with AI SP-2 and ASTM D6925. The nominal maximum aggregate size (NMAS)

shall be 1/2 inch. Other DOT hot mix design methods (Hveem, etc.) may

be suitable, as determined by the Contracting Officer. The number of

compaction gyrations, Ndes, shall be based on a design traffic of 0.3M

equivalent single axle loads (EASLs).

c. Design Superpave mixes with the number of gyrations specified in Table

5, unless the DOT option is chosen.

2.4.1 JMF Requirements

Submit in writing the job mix formula for approval at least 14 days prior to

the start of the test section including as a minimum:

a. Percent passing each sieve size.

b. Percent of asphalt cement.

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

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

e. Number of blows of hand-held hammer per side of molded specimen. (NA

for Superpave)

f. Number of gyrations of Superpave gyratory compactor, (NA for Marshall

mix design)

g. Laboratory mixing temperature.

h. Lab compaction temperature.

i. Temperature-viscosity relationship of the asphalt cement.

j. Plot of the combined gradation on the 0.45 power gradation chart,

stating the nominal maximum size.

k. Graphical plots of stability (NA for Superpave), flow (NA for

Superpave), air voids, voids in the mineral aggregate, and unit weight

versus asphalt content as shown in AI MS-2.

l. Specific gravity and absorption of each aggregate.

m. Percent natural sand.

n. Percent particles with 2 or more fractured faces (in coarse aggregate).

o. Fine aggregate angularity.

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

q. Tensile Strength Ratio(TSR).

r. Antistrip agent (if required) and amount.

s. List of all modifiers and amount.




t. Correlation of hand-held hammer with mechanical hammer (NA for

Superpave).

u. Percentage and properties (asphalt content, binder properties, and

aggregate properties) of reclaimed asphalt pavement (RAP) in accordance

with paragraph RECYCLED HOT-MIX ASPHALT, if RAP is used.

Table 5. Mix Design Criteria

Test Property 75 Blows or Mix

Gyrations

Stability, pounds, minimum (NA for

Superpave)

*1800

Flow, 0.01 inch, (NA for Superpave) 8-16

Air voids, percent 3-5

Percent Voids in mineral aggregate

(VMA),(minimum)

Gradation 2 14.3

Gradation 3 15.0

TSR, minimum percent 75

* This is a minimum requirement. The average during construction shall be

significantly higher than this number to ensure compliance with the

specifications.

** Calculate VMA in accordance with AI MS-2, based on ASTM C127 and ASTM C128

bulk specific gravity for the aggregate.

2.4.2 Adjustments to Field JMF

Keep the Laboratory JMF for each mixture in effect until a new formula is

approved in writing by theOwner's Representative. Should a change in

sources of any materials be made, perform a new laboratory jmf design and a

new JMF approved before the new material is used. The Contractor will be

allowed to adjust the Laboratory JMF within the limits specified below to

optimize mix volumetric properties with the approval of the Contracting

Officer. Adjustments to the Laboratory JMF shall be applied to the field

(plant) established JMF and limited to those values as shown. Adjustments

shall be targeted to produce or nearly produce 4 percent voids total mix

(VTM).




TABLE 6. Field (Plant) Established JMF Tolerances

Sieves Adjustments (plus or minus), percent

1/2 inch 3

No. 4 3

No. 8 3

No. 200 1

Binder Content 0.4

If adjustments are needed that exceed these limits, develop a new mix

design. Tolerances given above may permit the aggregate grading to be

outside the limits shown in Table 4; while not desirable, this is

acceptable, except for the No. 200 sieve, which shall remain within the

aggregate grading of Table 4.

2.5 RECYCLED HOT MIX ASPHALT

Recycled HMA shall consist of reclaimed asphalt pavement (RAP), coarse

aggregate, fine aggregate, mineral filler, and asphalt cement to produce a

consistent gradation and asphalt content and properties. When RAP is fed

into the plant, the maximum RAP chunk size shall not exceed 2 inches.

Design the recycled HMA mix using procedures contained in AI MS-2 and AI MS-

22. The job mix shall meet the requirements of paragraph MIX DESIGN. The

amount of RAP shall not exceed 30 percent.

2.5.1 RAP Aggregates and Asphalt Cement

The blend of aggregates used in the recycled mix shall meet the requirements

of paragraph AGGREGATES. Establish the percentage of asphalt in the RAP for

the mixture design according to ASTM D2172/D2172M or ASTM D6307 using the

appropriate dust correction procedure.

2.5.2 RAP Mix

The blend of new asphalt cement and the RAP asphalt binder shall meet the

dynamic shear rheometer at high temperature and bending beam at low

temperature requirements in paragraph ASPHALT CEMENT BINDER. The virgin

asphalt cement shall not be more than two standard asphalt material grades

different than that specified in paragraph ASPHALT CEMENT BINDER.

PART 3 EXECUTION

3.1 PREPARATION OF ASPHALT BINDER MATERIAL

Heat the asphalt cement material avoiding local overheating and providing a

continuous supply of the asphalt material to the mixer at a uniform

temperature. The temperature of unmodified asphalts shall be no more than

325 degrees F when added to the aggregates. Performance-Graded (PG)




asphalts shall be within the temperature range of 275 - 325 degrees F when

added to the aggregate.

3.2 PREPARATION OF MINERAL AGGREGATE

Heat and dry the aggregate for the mixture prior to mixing. No damage shall

occur to the aggregates due to the maximum temperature and rate of heating

used. The temperature of the aggregate and mineral filler shall not exceed

350 degrees F when the asphalt cement is added. The temperature shall not

be lower than is required to obtain complete coating and uniform

distribution on the aggregate particles and to provide a mixture of

satisfactory workability.

3.3 PREPARATION OF HOT-MIX ASPHALT MIXTURE

The aggregates and the asphalt cement shall be weighed or metered and

introduced into the mixer in the amount specified by the JMF. Mix the

combined materials until the aggregate obtains a uniform coating of asphalt

binder and is thoroughly distributed throughout the mixture. Wet mixing

time shall be the shortest time that will produce a satisfactory mixture,

but no less than 25 seconds for batch plants. Establish the wet mixing time

for all plants based on the procedure for determining the percentage of

coated particles described in ASTM D2489/D2489M, for each individual plant

and for each type of aggregate used. The wet mixing time will be set to at

least achieve 95 percent of coated particles. The moisture content of all

hot-mix asphalt upon discharge from the plant shall not exceed 0.5 percent

by total weight of mixture as measured by ASTM D1461.

3.4 PREPARATION OF THE UNDERLYING SURFACE

Immediately before placing the hot mix asphalt, clean the underlying course

of dust and debris. Apply a prime coat in accordance with the contract

specifications.

3.5 TESTING LABORATORY

Submit certification of compliance and Plant Scale Calibration

Certification. Use a laboratory to develop the JMF that meets the

requirements of ASTM D3666. The Owner will inspect the laboratory equipment

and test procedures prior to the start of hot mix operations for conformance

to ASTM D3666. The laboratory shall maintain the Corps certification for

the duration of the project. A statement signed by the manager of the

laboratory stating that it meets these requirements or clearly listing all

deficiencies shall be submitted to the Contracting Officer prior to the

start of construction. The statement shall contain as a minimum:

a. Qualifications of personnel; laboratory manager, supervising

technician, and testing technicians.

b. A listing of equipment to be used in developing the job mix.

c. A copy of the laboratory's quality control system.

d. Evidence of participation in the AASHTO Materials Reference Laboratory

(AMRL) program.




3.6 TRANSPORTING AND PLACING

3.6.1 Transporting

Transport the hot-mix asphalt from the mixing plant to the site in clean,

tight vehicles. Schedule deliveries so that placing and compacting of

mixture is uniform with minimum stopping and starting of the paver. Provide

adequate artificial lighting for night placements. Hauling over freshly

placed material will not be permitted until the material has been compacted

as specified, and allowed to cool to 140 degrees F. To deliver mix to the

paver, use a material transfer vehicle operated to produce continuous

forward motion of the paver.

3.6.2 Placing

Place and compact the mix at a temperature suitable for obtaining density,

surface smoothness, and other specified requirements. Upon arrival, place

the mixture to the full width by an asphalt paver; it shall be struck off in

a uniform layer of such depth that, when the work is completed, it will have

the required thickness and conform to the grade and contour indicated.

Regulate the speed of the paver to eliminate pulling and tearing of the

asphalt mat. Unless otherwise permitted, placement of the mixture shall

begin along the centerline of a crowned section or on the high side of areas

with a one-way slope. Place the mixture in consecutive adjacent strips

having a minimum width of 10 feet. The longitudinal joint in one course

shall offset the longitudinal joint in the course immediately below by at

least 1 foot; however, the joint in the surface course shall be at the

centerline of the pavement. Transverse joints in one course shall be offset

by at least 10 feet from transverse joints in the previous course.

Transverse joints in adjacent lanes shall be offset a minimum of 10 feet.

On isolated areas where irregularities or unavoidable obstacles make the use

of mechanical spreading and finishing equipment impractical, the mixture may

be spread and luted by hand tools.

3.7 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. The sequence of rolling operations and

the type of rollers used shall be at the discretion of the Contractor. The

speed of the roller shall, at all times, be sufficiently slow to avoid

displacement of the hot mixture and be effective in compaction. Any

displacement occurring as a result of reversing the direction of the roller,

or from any other cause, shall be corrected at once. Furnish sufficient

rollers to handle the output of the plant. Continue rolling until the

surface is of uniform texture, true to grade and cross section, and the

required field density is obtained. To prevent adhesion of the mixture to

the roller, keep the wheels properly moistened but excessive water will not

be permitted. In areas not accessible to the roller, the mixture shall be

thoroughly compacted with hand tampers. 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.

3.8 JOINTS




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.

3.8.1 Transverse Joints

Do not pass the roller over the unprotected end of the freshly laid mixture,

except when necessary to form a transverse joint. When necessary to form a

transverse joint, it shall be made by means of placing a bulkhead or by

tapering the course. The tapered edge shall be cut back to its full depth

and width on a straight line to expose a vertical face prior to placing

material at the joint. Remove the cutback material from the project. In

both methods, all contact surfaces shall be given a light tack coat of

asphalt material before placing any fresh mixture against the joint.

3.8.2 Longitudinal Joints

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 alternate method if it can be

demonstrated that density, smoothness, and texture can be met.

3.9 QUALITY CONTROL

3.9.1 General Quality Control Requirements

Develop and submit an approved Quality Control Plan. Submit aggregate and

QC test results. Do not produce hot-mix asphalt for payment until the

quality control plan has been approved addressing all elements which affect

the quality of the pavement including, but not limited to:

a. Mix Design

b. Aggregate Grading

c. Quality of Materials

d. Stockpile Management

e. Proportioning

f. Mixing and Transportation

g. Mixture Volumetrics

h. Moisture Content of Mixtures

i. Placing and Finishing

j. Joints




k. Compaction

l. Surface Smoothness

3.9.2 Quality Control Testing

Perform all quality control tests applicable to these specifications and as

set forth in the Quality Control Program. The testing program shall

include, but shall not be limited to, tests for the control of asphalt

content, aggregate gradation, temperatures, aggregate moisture, moisture in

the asphalt mixture, laboratory air voids, stability (NA for Superpave),

flow (NA for Superpave), in-place density, grade and smoothness. Develop a

Quality Control Testing Plan as part of the Quality Control Program.

3.9.2.1 Asphalt Content

A minimum of two tests to determine asphalt content will be performed per

lot (a lot is defined in paragraph MATERIAL ACCEPTANCE and PERCENT PAYMENT)

by one of the following methods: the extraction method in accordance with

ASTM D2172/D2172M, Method A or B, the ignition method in accordance with

ASTM D6307, or the nuclear method in accordance with ASTM D4125/D4125M.

Calibrate the ignition oven or the nuclear gauge for the specific mix being

used. For the extraction method, determine the weight of ash, as described

in ASTM D2172/D2172M, as part of the first extraction test performed at the

beginning of plant production; and as part of every tenth extraction test

performed thereafter, for the duration of plant production. The last weight

of ash value obtained shall be used in the calculation of the asphalt

content for the mixture.

3.9.2.2 Gradation

Determine aggregate gradations a minimum of twice per lot from mechanical

analysis of recovered aggregate in accordance with ASTM D5444. When asphalt

content is determined by the ignition oven or nuclear method, aggregate

gradation shall be determined from hot bin samples on batch plants, or from

the cold feed on drum mix plants. For batch plants, test aggregates in

accordance with ASTM C136/C136M using actual batch weights to determine the

combined aggregate gradation of the mixture.

3.9.2.3 Temperatures

Check temperatures at least four times per lot, at necessary locations, to

determine the temperature at the dryer, the asphalt cement in the storage

tank, the asphalt mixture at the plant, and the asphalt mixture at the job

site.

3.9.2.4 Aggregate Moisture

Determine the moisture content of aggregate used for production a minimum of

once per lot in accordance with ASTM C566.

3.9.2.5 Moisture Content of Mixture

Determine the moisture content of the mixture at least once per lot in

accordance with ASTM D1461 or an approved alternate procedure.




3.9.2.6 Laboratory Air Voids, Marshall Stability and Flow

Take mixture samples at least four times per lot compacted into specimens,

using 75 blows per side with the hand-held Marshall hammer as described in

ASTM D6926. When the Superpave gyratory compactor is used, mixes will be

compacted to 75 gyrations in accordance with ASTM D6925. Hot-mix provided

under the DOT Superpave option shall be compacted in accordance with the DOT

requirements. After compaction, determine the laboratory air voids of each

specimen. Stability and flow shall be determined for the Marshall-compacted

specimens, in accordance with ASTM D6927.

3.9.2.7 In-Place Density

Conduct any necessary testing to ensure the specified density is achieved.

A nuclear gauge may be used to monitor pavement density in accordance with

ASTM D2950/D2950M.

3.9.2.8 Grade and Smoothness

Conduct the necessary checks to ensure the grade and smoothness requirements

are met in accordance with paragraphs MATERIAL ACCEPTANCE and PERCENT

PAYMENT.

3.9.2.9 Additional Testing

Any additional testing, which the Contractor deems necessary to control the

process, may be performed at the Contractor's option.

3.9.2.10 QC Monitoring

Submit all QC test results to the Owner's Representative on a daily basis as

the tests are performed. The Contracting Officer reserves the right to

monitor any of the Contractor's quality control testing and to perform

duplicate testing as a check to the Contractor's quality control testing.

3.9.3 Sampling

When directed by the Owner's Representative, sample and test any material

which appears inconsistent with similar material being produced, unless such

material is voluntarily removed and replaced or deficiencies corrected by

the Contractor. All sampling shall be in accordance with standard

procedures specified.

3.10 MATERIAL ACCEPTANCE

Testing for acceptability of work will be performed by an independent

laboratory hired by the Contractor. Forward test results and payment

calculations daily to theOwner's Representative. Acceptance of the plant

produced mix and in-place requirements will be on a lot to lot basis. A

standard lot for all requirements will be equal to 8 hours of production.

Where appropriate, adjustment in payment for individual lots of hot-mix

asphalt will be made based on in-place density, laboratory air voids, grade

and smoothness in accordance with the following paragraphs. Grade and

surface smoothness determinations will be made on the lot as a whole.

Exceptions or adjustments to this will be made in situations where the mix

within one lot is placed as part of both the intermediate and surface

courses, thus grade and smoothness measurements for the entire lot cannot be




made. In order to evaluate laboratory air voids and in-place (field)

density, each lot will be divided into four equal sublots.

3.10.1 Sublot Sampling

One random mixture sample for determining laboratory air voids, theoretical

maximum density, and for any additional testing the Contracting Officer

desires, will be taken from a loaded truck delivering mixture to each

sublot, or other appropriate location for each sublot. All samples will be

selected randomly, using commonly recognized methods of assuring randomness

conforming to ASTM D3665 and employing tables of random numbers or computer

programs. Laboratory air voids will be determined from three laboratory

compacted specimens of each sublot sample in accordance with ASTM D6926.

The specimens will be compacted within 2 hours of the time the mixture was

loaded into trucks at the asphalt plant. Samples will not be reheated prior

to compaction and insulated containers will be used as necessary to maintain

the temperature.

3.10.2 Additional Sampling and Testing

The Contracting Officer reserves the right to direct additional samples and

tests for any area which appears to deviate from the specification

requirements. The cost of any additional testing will be paid for by the

Owner. Testing in these areas will be in addition to the lot testing, and

the requirements for these areas will be the same as those for a lot.

3.10.3 Grade

The final wearing surface of pavement shall conform to the elevations and

cross sections shown 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. Within 5 working

days, after the completion of a particular lot incorporating the final

wearing surface, test the final wearing surface of the pavement for

conformance with the specified plan grade. 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.


Use one of the following methods to test and evaluate surface smoothness of

the pavement. Perform all testing in the presence of the Contracting

Officer. Keep detailed notes of the results of the testing and furnish a

copy to the Owner immediately after each day's testing. Use the

profilograph method for all longitudinal testing, except where the runs

would be less than 200 feet in length and the ends where the straightedge

will be used. Where drawings show required deviations from a plane surface

(crowns, drainage inlets, etc.), the surface shall be finished to meet the

approval of the Owner's Representative.




3.10.4.1 Smoothness Requirements


The finished surfaces of the pavements shall have no abrupt change of 1/4

inch or more, and all pavements shall be within the tolerances of 1/4 inch

in both the longitudinal and transverse directions, when tested with an

approved 12 feet straightedge.


The finished surfaces of the pavements shall have no abrupt change of 1/8

inch or more, and each 0.1 mile segment of each pavement lot shall have a

Profile Index not greater than 9 inches/mile when tested with an approved

California-type profilograph. If the extent of the pavement in either

direction is less than 200 feet, that direction shall be tested by the

straightedge method and shall meet requirements specified above.


After the final rolling, but not later than 24 hours after placement, test

the surface of the pavement in each entire lot in such a manner as to reveal

all surface irregularities exceeding the tolerances specified above.

Separate testing of individual sublots is not required. If any pavement

areas are ground, these areas shall be retested immediately after grinding.

Test each lot of the pavement in both a longitudinal and a transverse

direction on parallel lines. Set the transverse lines 15 feet or less

apart, as directed. The longitudinal lines shall be at the centerline of

each paving lane for lanes less than 20 feet wide and at the third points

for lanes 20 feet or wider. Also test other areas having obvious

deviations. Longitudinal testing lines shall be continuous across all

joints.


Hold the straightedge in contact with the surface and move it ahead one-half

the length of the straightedge for each successive measurement. Determine

the amount of surface irregularity by placing the freestanding (unleveled)

straightedge on the pavement surface and allowing it to rest upon the two

highest spots covered by its length, and measuring the maximum gap between

the straightedge and the pavement surface in the area between these two high

points.


Perform profilograph testing using approved equipment and procedures

described in CTM 526. The equipment shall utilize electronic recording and

automatic computerized reduction of data to indicate "must-grind" bumps and

the Profile Index for each 0.1 mile segment of each pavement lot. Grade

breaks on parking lots shall be accommodated by breaking the profile segment

into shorter sections and repositioning the blanking band on each segment.

The "blanking band" shall be 0.2 inches wide and the "bump template" shall

span 1 inch with an offset of 0.3 inch. Compute the Profile Index for each

pass of the profilograph in each 0.1 mile segment. The Profile Index for

each segment shall be the average of the Profile Indices for each pass in

each segment. The profilograph shall be operated by a DOT approved




operator. Furnish a copy of the reduced tapes to the Owner at the end of

each day's testing.





SECTION 32 13 14.13

CONCRETE PAVING FOR AIRFIELDS AND OTHER HEAVY DUTY PAVEMENTS

PART 1 GENERAL

1.1 UNIT PRICES

1.1.1 Measurements

The quantity of concrete to be paid for will be the volume of concrete in

cubic yards including thickened edges , where required, placed in the

completed and accepted pavement. Concrete will be measured in place in the

completed and accepted pavement only within the neat line dimensions shown

in the plan and cross section. No deductions will be made for rounded or

beveled edges or the space occupied by pavement reinforcement, dowel bars,

tie bars, or electrical conduits, nor for any void, or other structure

extending into or through the pavement slab, measuring 3 cubic feet or less

in volume. No other allowance for concrete will be made unless placed in

specified locations in accordance with the approved contract modification.

The quantity of other materials specified herein, and used in the

construction of the work covered by this section, will not be measured for

payment, but will be considered a subsidiary obligation, covered under the

price per cubic yard for concrete. Joint sealing materials are covered in

Section 32 01 19 FIELD MOLDED SEALANTS FOR SEALING JOINTS IN RIGID

PAVEMENTS.

1.1.2 Payments

1.1.2.1 Unit Price

The quantity of concrete measured as specified above will be paid for at the

contract unit price when placed in completed and accepted pavements.

Payment will be made at the contract price for cubic yard for the scheduled

item, with necessary adjustments as specified below. Payment will

constitute full compensation for providing all materials, equipment, plant

and tools, and for all labor and other incidentals necessary to complete the

concrete pavement, except for other items specified herein for separate

payment.

1.1.3 Payment of Lots

When a lot of material fails to meet the specification requirements, that

lot will be accepted at a reduced price or be removed and replaced. The

lowest computed percent payment determined for any pavement characteristic

discussed below (for example, thickness, grade, and surface smoothness)

becomes the actual percent payment for that lot. The actual percent payment

will be applied to the unit price and the measured quantity of concrete in

the lot to determine actual payment. Use results of strength tests to

control concreting operations. Strength will be evaluated, but will not be

considered for payment adjustment. Remove and replace any pavement not

meeting the required 'Concrete Strength for Final Acceptance' at no

additional cost to the Owner.

../Word/32%2001%2019.doc




1.1.4 Payment Adjustment for Smoothness


Record location and deviation from straightedge for all measurements. When

more than 5.0 and less than or equal to 10.0 percent of all measurements

made within a lot exceed the tolerance specified in paragraph SURFACE

SMOOTHNESS, after any reduction of high spots or removal and replacement,

the computed percent payment based on surface smoothness will be 95 percent.

When more than 10.0 percent and less than or equal to 15.0 percent of all

measurements exceed the tolerance, the computed percent payment will be 90

percent. When more than 15.0 and less than or equal to 20.0 percent of all

measurements exceed the tolerance, the computed percent payment will be 75

percent. Remove and replace the lot when more than 20.0 percent of the

measurements exceed the tolerance, at no additional cost to the Owner.

1.1.5 Payment Adjustment for Plan Grade

When more than 5.0 and less than or equal to 10.0 percent of all

measurements made within a lot are outside the specified tolerance, the

computed percent payment for that lot will be 95 percent. When more than

10.0 percent but less than 50 percent are outside the specified tolerances,

the computed percent payment for the lot will be 75 percent. Remove and

replace the deficient area where the deviation from grade exceeds the

specified tolerances by 50 percent or more, at no additional cost to the

Owner.

1.1.6 Payment Adjustment for Thickness

Using the Average Thickness of the lot, determine the computed percent

payment for thickness by entering the following table:

Computed Percent Payment for Thickness

Deficiency in Thickness

Determined by cores

inches

Pavements Equal To or

Greater Than 8 inches

Thick

Pavements Less Than 8

inches Thick

0.00 to 0.24 100 100

0.25 to 0.49 75 65

0.50 to 0.74 50 0

0.75 or greater 0 0

Where 0 percent payment is indicated, remove the entire lot and replace at

no additional cost to the Owner. Where either of the two cores from a

sublot show a thickness deficiency of 0.75 inch or greater, 0.50 inch for

pavements 8 inches or less in thickness drill two more cores in the sublot

and compute the average thickness of the four cores. If this average shows




a thickness deficiency of 0.75 inch or more 0.50 inch for pavements 8 inches

or less in thickness remove the entire sublot.

1.2 REFERENCES





(AASHTO)


Burlap Cloth Made from Jute or Kenaf and

Cotton Mats

AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)

ACI 211.1 (1991; R 2009) Standard Practice for

Selecting Proportions for Normal, Heavyweight

and Mass Concrete

ACI 214R (2011) Evaluation of Strength Test Results of

Concrete

ACI 305R (2010) Guide to Hot Weather Concreting

ACI 306R (2016) Guide to Cold Weather Concreting


ASTM A1064/A1064M (2017) Standard Specification for Carbon-

Steel Wire and Welded Wire Reinforcement,

Plain and Deformed, for Concrete

ASTM A184/A184M (2017) Standard Specification for Welded

Deformed Steel Bar Mats for Concrete

Reinforcement

ASTM A185/A185M (2007) Standard Specification for Steel

Welded Wire Reinforcement, Plain, for

Concrete

ASTM A615/A615M (2016) Standard Specification for Deformed

and Plain Carbon-Steel Bars for Concrete

Reinforcement

ASTM A775/A775M (2016) Standard Specification for Epoxy-

Coated Steel Reinforcing Bars

ASTM A996/A996M (2016) Standard Specification for Rail-Steel

and Axle-Steel Deformed Bars for Concrete

Reinforcement

ASTM C1017/C1017M (2013; E 2015) Standard Specification for

Chemical Admixtures for Use in Producing

Flowing Concrete




ASTM C1064/C1064M (2011) Standard Test Method for Temperature

of Freshly Mixed Hydraulic-Cement Concrete




ASTM C123/C123M (2014) Standard Test Method for Lightweight

Particles in Aggregate

ASTM C1260 (2014) Standard Test Method for Potential

Alkali Reactivity of Aggregates (Mortar-Bar

Method)




Machine



ASTM C138/C138M (2017a) Standard Test Method for Density

(Unit Weight), Yield, and Air Content

(Gravimetric) of Concrete



ASTM C143/C143M (2015) Standard Test Method for Slump of

Hydraulic-Cement Concrete

ASTM C150/C150M (2017) Standard Specification for Portland

Cement

ASTM C1567 (2013) Standard Test Method for Potential

Alkali-Silica Reactivity of Combinations of

Cementitious Materials and Aggregate

(Accelerated Mortar-Bar Method)

ASTM C1602/C1602M (2012) Standard Specification for Mixing

Water Used in Production of Hydraulic Cement

Concrete

ASTM C172/C172M (2014a) Standard Practice for Sampling

Freshly Mixed Concrete

ASTM C174/C174M (2017) Standard Test Method for Measuring

Thickness of Concrete Elements Using Drilled

Concrete Cores

ASTM C231/C231M (2017a) Standard Test Method for Air Content

of Freshly Mixed Concrete by the Pressure

Method




ASTM C260/C260M (2010a; R 2016) Standard Specification for

Air-Entraining Admixtures for Concrete

ASTM C294 (2012; R 2017) Standard Descriptive

Nomenclature for Constituents of Concrete

Aggregates

ASTM C295/C295M (2012) Petrographic Examination of Aggregates

for Concrete

ASTM C31/C31M (2017) Standard Practice for Making and

Curing Concrete Test Specimens in the Field

ASTM C33/C33M (2016) Standard Specification for Concrete

Aggregates

ASTM C494/C494M (2017) Standard Specification for Chemical

Admixtures for Concrete

ASTM C595/C595M (2017) Standard Specification for Blended

Hydraulic Cements

ASTM C618 (2012a) Standard Specification for Coal Fly

Ash and Raw or Calcined Natural Pozzolan for

Use in Concrete



Magnesium Sulfate

ASTM C881/C881M (2015) Standard Specification for Epoxy-

Resin-Base Bonding Systems for Concrete

ASTM C94/C94M (2017a) Standard Specification for Ready-

Mixed Concrete

ASTM C989/C989M (2017) Standard Specification for Slag Cement

for Use in Concrete and Mortars

ASTM D1751 (2004; E 2013; R 2013) Standard Specification

for Preformed Expansion Joint Filler for

Concrete Paving and Structural Construction

(Nonextruding and Resilient Bituminous Types)

ASTM D1752 (2004a; R 2013) Standard Specification for

Preformed Sponge Rubber Cork and Recycled PVC

Expansion

ASTM D2995 (1999; R 2009) Determining Application Rate

of Bituminous Distributors


Materials



Aggregate





Aggregates

NATIONAL READY MIXED CONCRETE ASSOCIATION (NRMCA)

NRMCA QC 3 (2011) Quality Control Manual: Section 3,

Plant Certifications Checklist: Certification

of Ready Mixed Concrete Production Facilities

U.S. AIR FORCE (USAF)

AF ETL 97-5 (1997) Proportioning Concrete Mixtures with

Graded Aggregates for Rigid Airfield

Pavements


COE CRD-C 130 (2001) Standard Recommended Practice for

Estimating Scratch Hardness of Coarse

Aggregate Particles

COE CRD-C 300 (1990) Specifications for Membrane-Forming

Compounds for Curing Concrete

COE CRD-C 521 (1981) Standard Test Method for Frequency and

Amplitude of Vibrators for Concrete

COE CRD-C 55 (1992) Test Method for Within-Batch

Uniformity of Freshly Mixed Concrete

COE CRD-C 662 (2009) Determining the Potential Alkali-

Silica Reactivity of Combinations of

Cementitious Materials, Lithium Nitrate

Admixture and Aggregate (Accelerated Mortar-

Bar Method)

1.3 SUBMITTALS




SD-03 Product Data

Diamond Grinding Plan; G

Dowels; G

Dowel Bar Assemblies; G

Equipment

Proposed Techniques; G

SD-05 Design Data

../Word/01%2033%2000.doc




Preliminary Proposed Proportioning; G

Proportioning Studies; G

SD-06 Test Reports

Batch Plant Manufacturer's Inspection Report; G

Slipform Paver Manufacturer's Inspection Report; G

Sampling and Testing; G

Diamond Grinding of PCC Surfaces; G

Mixer Performance (Uniformity) Testing; G

Repair Recommendations Plan; G

SD-07 Certificates

Contractor Quality Control Staff; G

Laboratory Accreditation and Validation

NRMCA Certificate of Conformance

1.4 QUALITY CONTROL

1.4.1 Contractor Quality Control Staff

Reference Section 01 45 00.00 20 QUALITY CONTROL for Contractor personnel

qualification requirements. Submit American Concrete Institute

certification for Contractor Quality Control staff. Qualifications and

resumes for petrographer, surveyor, concrete batch plant operator, and

profilograph operator. All Contractor Quality Control personnel assigned to

concrete construction are required to be American Concrete Institute (ACI)

certified in the following grade:

a. The minimum requirements for the CQC System Manager consist of being a

graduate engineer or a graduate of construction management, with a

minimum of 5 years airfield construction experience and a minimum of 1

year experience as a CQC System Manager on an airfield construction

project.

b. CQC personnel responsible for inspection of concrete paving operations:

ACI Concrete Transportation Inspector. The ACI Concrete Transportation

Inspector is required to be present at the paving site during all

paving operations, with the exception of the initial saw cutting

operation. The QC manager is required to be present during initial saw

cutting operations.

c. CQC staff is required to oversee all aspects of sawing operations

(sawing, flushing, vacuuming, checking for random cracking, lighting).

d. Lead Foreman or Journeyman of the Concrete Placing, Finishing, and

Curing Crews: ACI Concrete Flatwork Technician/Finisher.

../Word/01%2045%2000.00%2020.doc




e. Batch Plant Manufacturer's Representative: A representative from the

batch plant manufacturer is required to be on-site to inspect and make

necessary adjustments to all components of the batch plant including

but not limited to aggregate bin weighing operations, water metering,

cement and fly ash weighing devices. All necessary inspections and

adjustments by the manufacturer representative is required to be

performed prior to uniformity testing. Submit a written Batch Plant

Manufacturer's Inspection Report signed by the representative noting

all inspection items and corrections and stating the batch plant is

capable of producing the volume of concrete as required herein.

f. Field Testing Technicians: ACI Concrete Field Testing Technician, Grade

I.

g. Slipform Paving Equipment Manufacturer's Representative: A

representative of the slipform paving equipment manufacturer is

required to be on-site to inspect and make corrections to the paving

equipment to ensure proper operations. Perform a complete and full

hydraulic flow test of the vibrator system prior to the test section

being placed. Submit a written Slipform Paver Manufacturer's

Inspection Report signed by the manufacturer's representative noting

all inspections, corrections, and flow tests have been performed and

the paver is in a condition to perform the required work.

h. Laboratory Testing Technicians: ACI Concrete Strength Testing

Technician and Laboratory Testing Technician, Grade I or II.

1.4.2 Other Staff

Submit for approval, the qualifications and resumes for the following staff:

a. Petrographer: Bachelor of Science degree in geology or petrography,

trained in petrographic examination of concrete aggregate according to

ASTM C294 and ASTM C295/C295M and trained in identification of the

specific deleterious materials and tests identified in this

specification. Detail the education, training and experience related

to the project-specific test methods and deleterious materials in the

Resume and submit at least 20 days before petrographic and deleterious

materials examination is to commence.

b. Licensed Surveyor: Perform all survey work under the supervision of a

Licensed Surveyor.

c. Concrete Batch Plant Operator: National Ready Mix Concrete Association

(NRMCA) Plant Manager certification.

1.4.3 Preconstruction Testing of Materials

All sampling and testing is required to be performed. Use an approved

commercial laboratory or, for cementitious materials and chemical

admixtures, a laboratory maintained by the manufacturer of the material.

Materials are not allowed to be used until notice of acceptance has been

given. Additional payment or extension of time due to failure of any

material to meet project requirements, or for any additional sampling or

testing required is not allowed. Additional tests may be performed by the

Owner; such Owner testing does not relieve any required testing

responsibilities.




1.4.3.1 Aggregates

Sample aggregates in the presence of a Owner's Representative. Obtain

samples in accordance with ASTM D75/D75M and be representative of the

materials to be used for the project. Perform all aggregate tests no

earlier than 120 days prior to contract award. Submit test results a

minimum of 7 days before commencing mixture proportioning studies.

1.4.3.2 Chemical Admixtures, Curing Compounds and Epoxies

At least 30 days before the material is used, submit certified copies of

test results for the specific lots or batches to be used on the project.

Provide test results less than 6 months old prior to use in the work.

Retest chemical admixtures that have been in storage at the project site for

longer than 6 months or that have been subjected to freezing, and rejected

if test results do not meet manufacturer requirements.

1.4.3.3 Cementitious Materials

Cement, slag cement, and pozzolan will be accepted on the basis of

manufacturer's certification of compliance, accompanied by mill test reports

showing that the material in each shipment meets the requirements of the

specification under which it is provided. Provide mill test reports no more

than 1 month old, prior to use in the work. Do not use cementitious

materials until notice of acceptance has been given. Cementitious materials

may be subjected to testing by the Owner from samples obtained at the mill,

at transfer points, or at the project site. If tests prove that a

cementitious material that has been delivered is unsatisfactory, promptly

remove it from the project site. Retest cementitious material that has not

been used within 6 months after testing, and reject if test results do not

meet manufacturer requirements.

1.4.4 Testing During Construction

During construction, sample and test aggregates, cementitious materials, and

concrete as specified herein. The Owner will sample and test concrete and

ingredient materials as considered appropriate. Provide facilities and

labor as may be necessary for procurement of representative test samples.

Testing by the Owner does not relieve the specified testing requirements.

1.4.5 Acceptability of Work

The materials and the pavement itself will be accepted on the basis of

production testing. The Owner may make check tests to validate the results

of the production testing. If the results of the production testing vary by

less than 2.0 percent of the Owner's test results, the results of the

production testing will be used. If the results of the Owner and production

tests vary by 2.0 percent, but less than 4.0 percent, the average of the two

will be considered the value to be used. If these vary by 4.0 percent or

more, carefully evaluate each sampling and testing procedure and obtain

another series of Owner and production tests on duplicate samples of

material. If these vary by 4.0 percent or more, use the results of the

tests made by the Owner and the Owner will continue check testing of this

item on a continuous basis until the two sets of tests agree within less

than 4.0 percent on a regular basis. Testing performed by the Owner does

not relieve the specified testing requirements.




1.4.6 Acceptance Requirements

1.4.6.1 Pavement Lots

A lot is that quantity of construction to be evaluated for acceptance with

specification requirements. A lot is equal to one shift of production not

to exceed 1000 cubic yards. In order to evaluate thickness, divide each lot

into four equal sublots. A sublot is equal to one shift of production not

to exceed 250 cubic yards. Grade determinations will be made on the lot as

a whole. Surface smoothness determinations will be made on every 0.1 mile

segment in each lot. Select sample locations on a random basis in

accordance with ASTM D3665. When operational conditions cause a lot to be

terminated before the specified four sublots have been completed, use the

following procedure to adjust the lot size and number of tests for the lot.

Where three sublots have been completed, they constitute a lot. Where one

or two sublots have been completed, incorporate them into the next lot

(except for the last lot), and the total number of sublots used and

acceptance criteria adjusted accordingly.

1.4.6.2 Evaluation

Provide all sampling and testing required for acceptance and payment

adjustment, including batch tickets with all required acceptance testing.

Individuals performing sampling, testing and inspection duties are required

to meet the Qualifications. The Owner reserves the right to direct

additional samples and tests for any area which appears to deviate from the

specification requirements. Testing in these areas are in addition to the

sublot or lot testing, and the requirements for these areas are the same as

those for a sublot or lot. Provide facilities for and, where directed,

personnel to assist in obtaining samples for any Owner testing.

1.5 DELIVERY, STORAGE, AND HANDLING

1.5.1 Bulk Cementitious Materials

Provide all cementitious materials in bulk at a temperature, as delivered to

storage at the site, not exceeding 150 degrees F. Provide sufficient

cementitious materials in storage to sustain continuous operation of the

concrete mixing plant while the pavement is being placed. Provide separate

facilities to prevent any intermixing during unloading, transporting,

storing, and handling of each type of cementitious material.

1.5.2 Aggregate Materials

Store aggregate at the site of the batching and mixing plant avoiding

breakage, segregation, intermixing or contamination by foreign materials.

Store each size of aggregate from each source separately in free-draining

stockpiles. Provide a minimum 24 inch thick sacrificial layer left

undisturbed for each aggregate stored on ground. Provide free-draining

storage for fine aggregate and the smallest size coarse aggregate for at

least 24 hours immediately prior to use. Maintain sufficient aggregate at

the site at all times to permit continuous uninterrupted operation of the

mixing plant at the time concrete pavement is being placed. Do not allow

tracked equipment on coarse aggregate stockpiles.




1.5.3 Other Materials

Store reinforcing bars and accessories above the ground on supports. Store

all materials to avoid contamination and deterioration.

PART 2 PRODUCTS


This section is intended to stand alone for construction of concrete

pavement. However, where the construction covered herein interfaces with

other sections, construct each interface to conform to the requirements of

both this section and the other section, including tolerances for both.


Use the straightedge method for transverse testing, for longitudinal testing

where the length of each pavement lane is less than 200 feet, and at the

ends of the paving limits for the project. Smoothness requirements do not

apply over crowns, drainage structures, or similar penetration. Maintain

detailed notes of the testing results and provide a copy to the Owner after

each day's testing.


Provide the finished surfaces of the pavements with no abrupt change of 1/4

inch or more, and all pavements within the limits specified when checked

with an approved 12 foot straightedge. Provide all other airfield areas

with a variation from a straight edge not greater than 1/4 inch in either

the longitudinal or transverse direction.


After the concrete has hardened sufficiently to permit walking thereon, but

not later than 48 hours after placement, test the entire surface of the

pavement in each lot in such a manner as to reveal all surface

irregularities exceeding the tolerances specified above. If any pavement

areas are diamond ground, retest these areas immediately after diamond

grinding. Test the entire area of the pavement in both a longitudinal and a

transverse direction on parallel lines. Perform the transverse lines 15

feet or less apart, as directed. Perform the longitudinal lines at the

centerline of each paving lane shown on the drawings, regardless of whether

multiple lanes are allowed to be paved at the same time, and at the 1/8th

point in from each side of the lane. Also test other areas having obvious

deviations. Perform longitudinal testing lines continuous across all

joints. Perform transverse testing lines for pilot lanes carried to

construction joint lines and for fill-in lanes carried 24 inches across

construction joints, and the readings in this area applied to the fill-in

lane. Perform straightedge testing of the longitudinal edges of slipformed

pilot lanes before paving fill-in lanes as specified below.


Hold the straightedge in contact with the surface and moved ahead one-half

the length of the straightedge for each successive measurement. Determine

the amount of surface irregularity by placing the freestanding (unleveled)

straightedge on the pavement surface and measuring the maximum gap between




the straightedge and the pavement surface. Determine measurements along the

entire length of the straight edge.

2.1.2 Edge Slump and Joint Face Deformation

2.1.2.1 Edge Slump

When slip-form paving is used, provide a maximum of 15.0 percent of the

total free edge of each pavement panel with a maximum edge slump of 1/4 inch

and none of the free edge of the pavement lot with an edge slump exceeding

3/8 inch. (A pavement panel is defined as a lane width by the length

between two adjacent transverse contraction joints. The total free edge of

the pavement is the cumulative total linear measurement of pavement panel

edge originally constructed as non-adjacent to any existing pavement; for

example, 100 feet of pilot lane originally constructed as a separate lane,

would have 200 feet of free edge; 100 feet of fill-in lane would have no

free edge). The area affected by the downward movement of the concrete

along the pavement edge is a maximum of 18 inches back from the edge.

2.1.2.2 Joint Face Deformation

In addition to the edge slump limits specified above, provide a vertical

joint face with a surface within the maximum limits shown below:

Offset from

Straightedge

Applied

Longitudinally

to Pavement

Surface (a)

Offset from

Straightedge

Applied

Longitudinally

to Vertical

Face (b)

Offset from

Straightedge

Applied Top to

Bottom Against

the Joint Face

(c)

Abrupt Offset

in Any

Direction (d)

Offset of Joint

Face from True

Vertical (e)

Airfield Pavement

1/8 inch 1/4 inch 3/8 inch 1/8 inch 1 inch per 12

inches

All Other Pavement

1/4 inch All other items same as airfield pavement

(a) Measurement is taken by placing the straightedge longitudinally on the

pavement surface 1 inch from the free edge.

(b) Measurement is taken by applying the straightedge longitudinally along

the vertical joint face.

(c) Measurement places a 3/8 inch spacer attached to a straightedge and

spaced approximately equal to the thickness of the concrete being measured.

The offset from straightedge with spacers is measured by placing the spacers

against the top and bottom of the vertical concrete face.

(d) An abrupt offset in the joint face occurring along a short distance.

Check for abrupt offsets at any location that an abrupt offset appears to be

a possible issue.




Offset from

Straightedge

Applied

Longitudinally

to Pavement

Surface (a)

Offset from

Straightedge

Applied

Longitudinally

to Vertical

Face (b)

Offset from

Straightedge

Applied Top to

Bottom Against

the Joint Face

(c)

Abrupt Offset

in Any

Direction (d)

Offset of Joint

Face from True

Vertical (e)

(e) Measurement of the offset from the joint face to a level in the true

vertical position against the joint face.

2.1.2.3 Slump Determination

Test the pavement surface to determine edge slump immediately after the

concrete has hardened sufficiently to permit walking thereon. Perform

testing with a minimum 12 foot straightedge to reveal irregularities

exceeding the edge slump tolerance specified above. Determine the vertical

edge slump at each free edge of each slipformed paving lane constructed.

Place the straightedge transverse to the direction of paving and the end of

the straightedge located at the edge of the paving lane. Record

measurements at 5 to 10 foot spacings, as directed, commencing at the header

where paving was started. Initially record measurements at 5 foot intervals

in each lane. When no deficiencies are present after 5 measurements, the

interval may be increased. The maximum interval is 10 feet. When any

deficiencies exist, return the interval to 5 feet. In addition to the

transverse edge slump determination above, at the same time, record the

longitudinal surface smoothness of the joint on a continuous line 1 inch

back from the joint line using the 12 foot straightedge advanced one-half

its length for each reading. Perform other tests of the exposed joint face

to ensure that a uniform, true vertical joint face is attained. Properly

reference all recorded measurements in accordance with paving lane

identification and stationing, and a report submitted within 24 hours after

measurement is made. Identify areas requiring replacement within the

report.

2.1.2.4 Excessive Edge Slump

When edge slump exceeding the limits specified above is encountered on

either side of the paving lane, record additional straightedge measurements

to define the linear limits of the excessive slump. Remove and replace

concrete slabs having excessive edge slump or joint deformation to the next

transverse joint in conformance with paragraph REPAIR, REMOVAL AND

REPLACEMENT OF NEWLY CONSTRUCTED SLABS. Discontinue use of slip-form paving

equipment and procedures that fail to consistently provide edges within the

specified tolerances on edge slump and joint face deformation construct by

means of standard paving procedures using fixed forms.

2.1.3 Plan Grade

Within 5 days after paving of each lot, test the finished surface of the

pavement area by running lines of levels at intervals corresponding with

every longitudinal and transverse joint to determine the elevation at each

joint intersection. Record the results of this survey and provide a copy to

the Owner's Representative at the completion of the survey of each lot.

Provide finished surfaces of all airfield pavements that vary less than 1/2




inch above or below the plan grade line or elevation indicated. The above

deviations from the approved grade line and elevation are not permitted in

areas where closer conformance with the planned grade and elevation is

required for the proper functioning of appurtenant structures. Provide

finished surfaces of new abutting pavements that coincide at their juncture.

Provide horizontal control of the finished surfaces of all airfield

pavements that vary not more than 1/2 inch from the plan alignment

indicated.

2.1.4 Flexural Strength

Submit certified copies of laboratory test reports and sources for cement,

supplementary cementitious materials (SCM), aggregates, admixtures, curing

compound, epoxy, and proprietary patching materials proposed for use on this

project. Each lot of pavement will be evaluated for acceptance in

accordance with the following procedures.

2.1.4.1 Sampling and Testing

For acceptance, obtain one composite sample of concrete from each sublot in

accordance with ASTM C172/C172M from one batch or truckload.

2.1.4.2 Computations

Average the eight 14-day strength tests for the lot. Use the average

strength in accordance with paragraph CONCRETE STRENGTH FOR FINAL ACCEPTANCE

in PART 2.

2.1.5 Thickness

Each lot of pavement will be evaluated for acceptance and payment adjustment

in accordance with the following procedure. Drill two cores, between 4 and

6 inches in diameter, from the pavement, per sublot (8 per lot). Drill the

cores within 3 days after lot placement, filling the core holes with an

approved non-shrink concrete, respraying the cored areas with curing

compound, and for measuring the cores. Provide the results with the

thickness measurement data. Record eight measurements of thickness around

the circumference of each core and one in the center, in accordance with

ASTM C174/C174M. Average the pavement thickness from the 8 cores for the

lot and evaluate as described in paragraph PAYMENT ADJUSTMENT FOR THICKNESS

above.

2.1.6 Evaluation of Cores

Record and submit testing, inspection, and evaluation of each core for

surface paste, uniformity of aggregate distribution, segregation, voids,

cracks, and depth of reinforcement or dowel (if present). Moisten the core

with water to visibly expose the aggregate and take a minimum of three

photographs of the sides of the core, rotating the core approximately 120

degrees between photographs. Include a ruler for scale in the photographs.

Provide plan view of location for each core.

2.1.7 Diamond Grinding of PCC Surfaces

Those performing diamond grinding are required to have a minimum of three

years experience in diamond grinding of airfield pavements. In areas not

meeting the specified limits for surface smoothness and plan grade, reduce




high areas to attain the required smoothness and grade, except as depth is

limited below. Reduce high areas by diamond grinding the hardened concrete

with an approved equipment after the concrete is at a minimum age of 14

days. Perform diamond grinding by sawing with an industrial diamond

abrasive which is impregnated in the saw blades. Assemble the saw blades in

a cutting head mounted on a machine designed specifically for diamond

grinding that produces the required texture and smoothness level without

damage to the concrete pavement or joint faces. Provide diamond grinding

equipment with saw blades that are 1/8-inch wide, a minimum of 60 blades per

12 inches of cutting head width, and capable of cutting a path a minimum of

3 ft wide. Diamond grinding equipment that causes ravels, aggregate

fractures, spalls or disturbance to the joints is not permitted. The

maximum area corrected by diamond grinding the surface of the hardened

concrete is 10 percent of the total area of any sublot. The maximum depth

of diamond grinding is 1/4 inch. Provide diamond grinding machine equipped

to flush and vacuum the pavement surface. Dispose of all debris from

diamond grinding operations off Owner property. Prior to diamond grinding,

submit a Diamond Grinding Plan for review and approval. At a minimum,

include the daily reports for the deficient areas, the location and extent

of deficiencies, corrective actions, and equipment. Remove and replace all

pavement areas requiring plan grade or surface smoothness corrections in

excess of the limits specified above in conformance with paragraph REPAIR,

REMOVAL AND REPLACEMENT OF NEWLY CONSTRUCTED SLABS. All areas in which

diamond grinding has been performed are subject to the thickness tolerances

specified in paragraph THICKNESS, above.

Prior to production diamond grinding operations, perform a test section at

the approved location. Perform a test section that consists of a minimum of

two adjacent passes with a minimum length of 40 feet to allow evaluation of

the finish, transition between adjacent passes, and the results of crossing

a transverse joint. Production diamond grinding operations are not to be

performed prior to approval.

2.2 CEMENTITIOUS MATERIALS

Provide cementitious materials consisting of portland cement, blended cement

or only portland cement in combination with supplementary cementitious

materials (SCM), that conform to appropriate specifications listed below.

New submittals are required when the cementitious materials sources or types

change.

2.2.1 Portland Cement

Provide portland cement conforming to ASTM C150/C150M, Type I, low alkali.

2.2.2 Blended Cements

Provide blended cement conforms to ASTM C595/C595M, Type IP or IS, including

the optional requirement for mortar expansion . Provide pozzolan added to

the Type IP blend consisting of ASTM C618 Class F or Class N and that is

interground with the cement clinker. Include in written statement from the

manufacturer that the amount of pozzolan in the finished cement does not

vary more than plus or minus 5 mass percent of the finished cement from lot

to lot or within a lot. The percentage and type of mineral admixture used

in the blend are not allowed to change from that submitted for the aggregate

evaluation and mixture proportioning. The requirements of Table 2 in




paragraph SUPPLEMENTARY CEMENTITIOUS MATERIALS (SCM) CONTENT do not apply to

the SCM content of blended cement.

2.2.3 Pozzolan

2.2.3.1 Fly Ash

Provide fly ash that conforms to ASTM C618, Class F, including the optional

requirements for uniformity and effectiveness in controlling Alkali-Silica

reaction with a loss on ignition not exceeding 3percent. Provide Class F

fly ash for use in mitigating Alkali-Silica Reactivity with a total

equivalent alkali content less than 3 percent.

2.2.3.2 Raw or Calcined Natural Pozzolan

Provide natural pozzolan that is raw or calcined and conforms to ASTM C618,

Class N, including the optional requirements for uniformity and

effectiveness in controlling Alkali-Silica reaction with a loss on ignition

not exceeding 3percent. Provide Class N pozzolan for use in mitigating

Alkali-Silica Reactivity with a total equivalent alkali content less than 3

percent.

2.2.3.3 Ultra Fine Fly Ash and Ultra Fine Pozzolan

Provide Ultra Fine Fly Ash (UFFA) and Ultra Fine Pozzolan (UFP) that

conforms to ASTM C618, Class F or N, and the following additional

requirements:

a. The strength activity index at 28 days of age of at least 95 percent of

the control specimens.

b. The average particle size not exceeding 6 microns.

2.2.4 Slag Cement

Provide slag cement (ground-granulated blast-furnace slag) that conforms to

ASTM C989/C989M, Grade 120.

2.2.5 Supplementary Cementitious Materials (SCM) Content

Provide a concrete mix that contain one of the SCMs listed in Table 2 within

the range specified therein, whether or not the aggregates are found to be

reactive in accordance with paragraph ALKALI SILICA REACTIVITY.

TABLE 2

SUPPLEMENTARY CEMENTITIOUS MATERIALS CONTENT

Supplementary Cementitious Material Minimum Content

(percent)

Maximum Content

(percent)

Class N Pozzolan and Class F Fly Ash

SiO2 + Al2O3 + Fe2O3 > 70 percent 25 35

SiO2 + A12O3 + Fe2O3 > 80 percent 20 35

SiO2 + A12O3 + Fe2O3 > 90 percent 15 35




TABLE 2

SUPPLEMENTARY CEMENTITIOUS MATERIALS CONTENT

Supplementary Cementitious Material Minimum Content

(percent)

Maximum Content

(percent)

UFFA and UFP 7 16

Slag Cement 40 50

2.3 AGGREGATES

2.3.1 Aggregate Sources

2.3.1.1 Durability of Coarse Aggregate

Evaluate and test all fine and coarse aggregates to be used in all

concrete for durability in accordance with ASTM C88. Provide fine and

coarse aggregates with a maximum of 18 percent loss when subjected to 5

cycles using Magnesium Sulfate or a maximum of 12 percent loss when

subjected to 5 cycles if Sodium Sulfate is used.

2.3.1.2 Alkali-Silica Reactivity

Evaluate and test fine and coarse aggregates to be used in all concrete for

alkali-aggregate reactivity. Test all size groups and sources proposed for

use.

a. Evaluate the fine and coarse aggregates separately, using ASTM C1260.

Reject individual aggregates with test results that indicate an

expansion of greater than 0.08 percent after 28 days of immersion in 1N

NaOH solution, or perform additional testing as follows: utilize the

proposed low alkali portland cement, blended cement, and SCM, or

Lithium Nitrate in combination with each individual aggregate. If only

SCMs are being evaluated, test in accordance with ASTM C1567. If

Lithium Nitrate is being evaluated, with or without SCMs, test in

accordance with COE CRD-C 662. Determine the quantity that meets all

the requirements of these specifications and that lowers the expansion

equal to or less than 0.08 percent after 28 days of immersion in a 1N

NaOH solution. Base the mixture proportioning on the highest

percentage of SCM required to mitigate ASR-reactivity.

b. If any of the above options does not lower the expansion to less than

0.08 percent after 28 days of immersion in a 1N NaOH solution, reject

the aggregate(s) and submit new aggregate sources for retesting.

Submit the results of testing for evaluation and acceptance.

2.3.1.3 Combined Aggregate Gradation

In addition to the grading requirements specified for coarse aggregate and

for fine aggregate, provide the combined aggregate grading meeting the

following requirements:




a. Provide materials selected and the proportions used such that when the

Coarseness Factor (CF) and the Workability Factor (WF) are plotted on a

diagram as described in d. below, the point and its associated

production tolerance thus determined falls within the parallelogram

described therein. Refer to AF ETL 97-5 for combined aggregate plot

area recommendations for the intended placement technique(s).

b. Determine the Coarseness Factor (CF) from the following equation:

CF = (cumulative percent retained on the 3/8 inch sieve)(100)

(cumulative percent retained on the No. 8 sieve)

c. The Workability Factor (WF) is defined as the percent passing the No. 8

sieve based on the combined gradation. Adjust the WF, prorated upwards

only, by 2.5 percentage points for each 94 pounds of cementitious

material per cubic yard greater than 564 pounds per cubic yard.

d. Plot a diagram using a rectangular scale with WF on the Y-axis with

units from 20 (bottom) to 45 (top), and with CF on the X-axis with

units from 80 (left side) to 30 (right side). On this diagram, plot a

parallelogram with corners at the following coordinates (CF-75, WF-28),

(CF-75, WF-40), (CF-45, WF-32.5), and (CF-45, WF-44.5). If the point

determined by the intersection of the computed CF and WF does not fall

within the above parallelogram, revise the grading of each size of

aggregate used and the proportions selected as necessary.

e. Plot the associated production tolerance limits, identified in Table 6,

around the CF and adjusted WF point.


2.3.2.1 Material Composition

Provide coarse aggregate consisting of crushed or uncrushed gravel, crushed

stone, , or a combination thereof. Provide aggregate used for paving

compass calibration hardstands free of materials having undesirable magnetic

properties, including magnetite in granite, high-iron minerals in traprock,

and pyrite in limestone. Provide aggregates, as delivered to the mixers,

consisting of clean, hard, uncoated particles meeting the requirements of

ASTM C33/C33M except as specified herein. . Provide coarse aggregate with

no more than 40 percent loss when subjected to the Los Angeles abrasion test

in accordance with ASTM C131/C131M. Provide coarse aggregates with a

maximum sodium sulfate soundness loss of 12 percent, or with a magnesium

sulfate soundness loss of 18 percent after five cycles when tested in

accordance with ASTM C88.

2.3.2.2 Particle Shape Characteristics

Provide particles of the coarse aggregate that are generally spherical or

cubical in shape. The quantity of flat particles and elongated particles in

any size group coarser than the 3/8 inch sieve are not allowed to exceed 20

percent by weight as determined by the Flat Particle Test and the Elongated

Particle Test of ASTM D4791. A flat particle is defined as 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.




2.3.2.3 Size and Grading

Provide coarse aggregate with a nominal maximum size of 1.5inches. Grade

and provide the individual aggregates in two size groups meeting the

individual grading requirements of ASTM C33/C33M, Size No. 4 (1.5 to 0.75

inch) and Size No. 67 (0.75 inch to No. 4) to meet the coarseness and

workability factor criteria for the proposed combined gradation. A third

aggregate size group may be required to meet the above mentioned coarseness

and workability criteria of paragraph COMBINED AGGREGATE GRADATION.

2.3.2.4 Deleterious Materials - Airfield Pavements

The amount of deleterious material in each size group of coarse aggregate is

not allowed to exceed the limits shown in Table 5 below, determined in

accordance with the test methods shown.

TABLE 5

LIMITS OF DELETERIOUS MATERIALS IN COARSE AGGREGATE FOR AIRFIELD PAVEMENTS

Percentage by Mass

Materials (h) Moderate

Weather

Clay lumps and friable particles

(ASTM C142/C142M)

0.2

Shale (a) (ASTM C295/C295M) 0.2

Material finer than No. 200 sieve (b) (ASTM

C117)

0.5

Lightweight particles (c)

(ASTM C123/C123M)

0.2

Clay ironstone (d) (ASTM C295/C295M) 0.5

Chert and cherty stone (less than 2.40 Sp. Gr.)

(e)

(ASTM C123/C123M and ASTM C295/C295M)

0.5

Claystone, mudstone, and siltstone (f) (ASTM

C295/C295M)

0.1

Shaly and argillaceous limestone (g)

(ASTM C295/C295M)

0.2

Other soft particles (COE CRD-C 130) 1.0

Total of all deleterious substances exclusive of

material finer than No. 200 sieve

2.0




TABLE 5


Percentage by Mass


Weather

(a) Shale is defined as a fine-grained, thinly laminated or fissile

sedimentary rock. It is commonly composed of clay or silt or both. It

has been indurated by compaction or by cementation, but not so much as to

have become slate.

(b) Limit for material finer than No. 200 sieve is allowed to be

increased to 1.5 percent for crushed aggregates if the fine material

consists of crusher dust that is essentially free from clay or shale. Use

XRD or other appropriate techniques as determined by petrographer to

quantify amount and justify increase.

(c) Test with a separation medium with a density of Sp. Gr. of 2.0. This

limit does not apply to coarse aggregate manufactured from blast-furnace

slag unless contamination is evident.

(d) Clay ironstone is defined as an impure variety of iron carbonate,

iron oxide, hydrous iron oxide, or combinations thereof, commonly mixed

with clay, silt, or sand. It commonly occurs as dull, earthy particles,

homogeneous concretionary masses, or hard-shell particles with soft

interiors. Other names commonly used for clay ironstone are "chocolate

bars" and limonite concretions.

(e) Chert is defined as a rock composed of quartz, chalcedony or opal, or

any mixture of these forms of silica. It is variable in color. The

texture is so fine that the individual mineral grains are too small to be

distinguished by the unaided eye. Its hardness is such that it scratches

glass but is not scratched by a knife blade. It may contain impurities

such as clay, carbonates, iron oxides, and other minerals. Cherty stone

is defined as any type of rock (generally limestone) that contains chert

as lenses and nodules, or irregular masses partially or completely

replacing the original stone.

(f) Claystone, mudstone, or siltstone, is defined as a massive fine-

grained sedimentary rock that consists predominantly of indurated clay or

silt without laminations or fissility. It may be indurated either by

compaction or by cementation.

(g) Shaly limestone is defined as limestone in which shale occurs as one

or more thin beds or laminae. These laminae may be regular or very

irregular and may be spaced from a few inches down to minute fractions of

an inch. Argillaceous limestone is defined as a limestone in which clay

minerals occur disseminated in the stone in the amount of 10 to 50 percent

by weight of the rock; when these make up from 50 to 90 percent, the rock

is known as calcareous (or dolomitic) shale (or claystone, mudstone, or

siltstone).




TABLE 5


Percentage by Mass


Weather

(h) Perform testing in accordance with the referenced test methods,

except use the minimum sample size specified below.

2.3.2.5 Testing Sequence for Deleterious Materials in Coarse Aggregate -

Airfields Only

No extension of time or additional payment due to any delays caused by the

testing, evaluation, or personnel requirements is allowed. The minimum test

sample size of the coarse aggregate is 200 pounds for the 3/4 inch and

larger maximum size and 25 pounds for the No. 4 to 3/4 inch coarse

aggregate. Provide facilities for the ready procurement of representative

test samples. The testing procedure on each sample of coarse aggregate for

compliance with limits on deleterious materials is as follows:

Step 1: Wash each full sample of coarse aggregate for material finer

than the No. 200 sieve. Discard material finer than the No. 200 sieve.

Step 2: Test remaining full sample for clay lumps and friable

particles and remove.

Step 3. Test remaining full sample for chert and cherty stone with SSD

density of less than 2.40 specific gravity. Remove lightweight chert

and cherty stone. Retain other materials less than 2.40 specific

gravity for Step 4.

Step 4: Test the materials less than 2.40 specific gravity from Step 3

for lightweight particles (Sp. GR. 2.0) and remove. Restore other

materials less than 2.40 specific gravity to the sample.

Step 5: Test remaining sample for clay-ironstone, shale, claystone,

mudstone, siltstone, shaly and argillaceous limestone, and remove.

Step 6: Test a minimum of one-fifth of remaining full sample for other

soft particles.

2.3.2.6 Deleterious Material - Road Pavements

The amount of deleterious material in each size group of coarse aggregate is

not to exceed the limits in the following table when tested as indicated.

LIMITS OF DELETERIOUS MATERIALS IN COARSE AGGREGATE FOR ROAD PAVEMENTS

Percentage by Mass

Clay lumps and friable particles (ASTM C142/C142M) 2.0




LIMITS OF DELETERIOUS MATERIALS IN COARSE AGGREGATE FOR ROAD PAVEMENTS

Percentage by Mass

Material finer than No. 200 sieve (ASTM C117) 1.0

Lightweight particles (ASTM C123/C123M) 1.0

Other soft particles (COE CRD-C 130) 2.0

Total of all deleterious substances, exclusive of material

finer than No. 200 sieve

5.0

The limit for material finer than the No. 200 sieve is allowed to be

increased to 1.5 percent for crushed aggregates consisting of crusher dust

that is essentially free from clay or shale. Use a separation medium for

lightweight particles with a density of 2.0 specific gravity. This limit

does not apply to coarse aggregate manufactured from blast-furnace slag

unless contamination is evident.


2.3.3.1 Composition

Provide fine aggregate consisting of natural sand, manufactured sand, or a

combination of the two, and composed of clean, hard, durable particles

meeting the requirements of ASTM C33/C33M. Provide aggregate used for

paving compass calibration hardstands free of materials having undesirable

magnetic properties, including magnetite in granite, high-iron minerals in

traprock, and pyrite in limestone. Stockpile and batch each type of fine

aggregate separately. Provide fine aggregate with particles that are

generally spherical or cubical in shape.

2.3.3.2 Grading

Provide fine aggregate, as delivered to the mixer, with a grading that

conforms to the requirements of ASTM C33/C33M and having a fineness modulus

of not less than 2.50 nor more than 3.40.

2.3.3.3 Deleterious Material

The minimum test sample size for fine aggregate proposed for use in airfield

paving is 10 pounds. The amount of deleterious material in the fine

aggregate is not to exceed the following limits by mass:

Material Percentage by Mass

Clay lumps and friable particles ASTM C142/C142M 1.0

Material finer than No. 200 sieve ASTM C117 3.0

Lightweight particles ASTM C123/C123M using a medium

with a density of Sp. Gr. of 2.0

0.5




Material Percentage by Mass

Total of all above 3.0

2.4 CHEMICAL ADMIXTURES

2.4.1 General Requirements

Chemical admixtures may only be used when the specific admixture type and

manufacturer is the same material used in the mixture proportioning studies.

Povide air-entraining admixture conforming to ASTM C260/C260M. An

accelerating admixture conforming to ASTM C494/C494M, Type C, may be used

only when specified in paragraph MIXTURE PROPORTIONS below provided it is

not used to reduce the amount of cementitious material. Calcium chloride

and admixtures containing calcium chloride are not allowed. Provide

retarding or water-reducing admixture that meet the requirements of ASTM

C494/C494M, Type A, B, or D, except that the 6-month and 1-year compressive

strength tests are waived. ASTM C494/C494M, Type F and G high range water

reducing admixtures and Type S specific performance admixtures are not

allowed. ASTM C1017/C1017M flowable admixtures are not allowed.

2.4.2 Lithium Nitrate

Provide lithium admixture that consists of a nominal 30 percent aqueous

solution of Lithium Nitrate, with a density of 10 pounds per gallon, with

the approximate chemical form as shown below:

Constituent Limit (Percent by Mass)

LiNo3 (Lithium Nitrate) 30 plus or minus 0.5

SO4-2 (Sulfate Ion) 0.1 (max)

Cl- (Chloride Ion) 0.2 (max)

Na+ (Sodium Ion) 0.1 (max)

K+ (Potassium Ion) 0.1 (max)

Provide the services of a manufacturer's technical representative

experienced in dispensing, mixing, proportioning, placement procedures and

curing of concrete containing lithium nitrate, at no expense to the Owner.

This representative is required to be present on the project prior to and

during at least the first two days of placement using lithium nitrate.

2.5 MEMBRANE FORMING CURING COMPOUND

Provide membrane forming curing compound that conforms to COE CRD-C 300 and

is white pigmented.




2.6 WATER

Provide water for mixing and curing that is fresh, clean, potable, and free

of injurious amounts of oil, acid, salt, or alkali, except that non-potable

water, or water from concrete production operations, may be used if it meets

the requirements of ASTM C1602/C1602M.

2.7 JOINT MATERIALS

2.7.1 Expansion Joint Material

Provide preformed expansion joint filler material conforming to ASTM D1751

or ASTM D1752 Type II. Provide expansion joint filler that is 3/4 inch

thick, unless otherwise indicated, and provided in a single full depth

piece.

2.7.2 Slip Joint Material

Provide slip joint material that is 1/4 inch thick expansion joint filler,

unless otherwise indicated, conforming to paragraph EXPANSION JOINT

MATERIAL.

2.8 REINFORCING

Provide reinforcement that is free from loose, flaky rust, loose scale, oil,

grease, mud, or other coatings that might reduce the bond with concrete.

Removal of thin powdery rust and tight rust is not required. However,

reinforcing steel which is rusted to the extent that it does not conform to

the required dimensions or mechanical properties is not allowed to be used.

2.8.1 Reinforcing Bars and Bar Mats

Provide reinforcing bars conforming to ASTM A615/A615M, billet-steel ASTM

A996/A996M, rail and axle steel, Grade 60 . Provide bar mats conforming to

ASTM A184/A184M. The bar members may be billet rail or axle steel.

2.8.2 Welded Wire Reinforcement

Provide welded wire reinforcement that is deformed or smooth, conforming to

ASTM A1064/A1064M or ASTM A185/A185M, and is provided in flat sheets.

2.9 DOWELS AND TIE BARS

2.9.1 Dowels

Provide dowels in single piece bars fabricated or cut to length at the shop

or mill before delivery to the site. Dowels are to be free of loose, flaky

rust and loose scale and be clean and straight. Dowels may be sheared to

length provided that the deformation from true shape caused by shearing does

not exceed 0.04 inch on the diameter of the dowel and does not extend more

than 0.04 inch from the end of the dowel. Dowels are required to be plain

(non-deformed) steel bars conforming to ASTM A615/A615M, Grade 40 or 60;

ASTM A996/A996M, Grade 50 or 60. Dowel bars are required to be epoxy coated

in conformance with ASTM A775/A775M, to include the ends. Provide grout

retention rings that are fully circular metal or plastic devices capable of




supporting the dowel until the epoxy hardens. Dowel sleeves or inserts are

not permitted.

2.9.2 Dowel Bar Assemblies

Provide dowel bar assemblies that consist of a framework of metal bars or

wires arranged to provide rigid support for the dowels throughout the paving

operation, with a minimum of four continuous bars or wires extending along

the joint line. Provide dowels that are welded to the assembly or held

firmly by mechanical locking arrangements that prevent them from rising,

sliding out, or becoming distorted during paving operations.

2.9.3 Tie Bars

Provide tie bars that are deformed steel bars conforming to ASTM A615/A615M,

or ASTM A996/A996M, Grade 60 , and of the sizes and dimensions indicated.

Deformed rail steel bars and high-strength billet or axle steel bars, Grade

50 or higher, are not allowed to be used for bars that are bent and

straightened during construction.

2.10 EPOXY RESIN

Provide epoxy-resin materials that consist of two-component materials

conforming to the requirements of ASTM C881/C881M, Class as appropriate for

each application temperature to be encountered, except that in addition, the

materials meet the following requirements:

a. Material for use for embedding dowels and anchor bolts be Type IV,

Grade 3.

b. Material for use as patching materials for complete filling of spalls

and other voids and for use in preparing epoxy resin mortar be Type

III, Grade as approved.

c. Material for use for injecting cracks be Type IV, Grade 1.

d. Material for bonding freshly mixed portland cement concrete or mortar

or freshly mixed epoxy resin concrete or mortar to hardened concrete be

Type V, Grade as approved.

2.11 EQUIPMENT

All plant, equipment, tools, and machines used in the work are required to

be maintained in satisfactory working conditions at all times. Submit the

following:

a. Details and data on the batching and mixing plant prior to plant

assembly including manufacturer's literature showing that the equipment

meets all requirements specified herein.

b. Obtain National Ready Mixed Concrete Association (NRMCA) certification

of the concrete plant, at no expense to the Owner. Provide inspection

report of the concrete plant by an engineer approved by the NRMCA. A

list of NRMCA approved engineers is available on the NRMCA website at

http://www.nrmca.org. Submit a copy of the NRMCA QC Manual Section 3

Concrete Plant Certification Checklist, NRMCA Certificate of




Conformance, and Calibration documentation on all measuring and

weighing devices prior to uniformity testing.

c. A description of the equipment proposed for transporting concrete

mixture from the central mixing plant to the paving equipment.

d. A description of the equipment proposed for the machine and hand

placing, consolidating and curing of the concrete mixture.

Manufacturer's literature on the paver and finisher, together with the

manufacturer's written instructions on adjustments and operating

procedures necessary to assure a tight, smooth surface on the concrete

pavement. The literature is required to show that the equipment meets

all details of these specifications.

2.11.1 Batching and Mixing Plant

2.11.1.1 Location

Locate the batching and mixing plant off Owner premises no more than 15

minutes haul time from the placing site. Water and electrical power are

available on the project site. Provide operable telephonic or radio

communication between the plant and the placing site at all times concreting

is taking place.

2.11.1.2 Type and Capacity

Provide a batching and mixing plant consisting of a stationary-type central

mix plant, including permanent installations and portable or relocatable

plants installed on stable foundations. Provide a plant designed and

operated to produce concrete within the specified tolerances, with a minimum

capacity of 250 cubic yards per hour, that conforms to the requirements of

NRMCA QC 3 including provisions addressing:

1. Material Storage and Handling

2. Batching Equipment

3. Central Mixer

4. Ticketing System

5. Delivery System

2.11.1.3 Tolerances

Materials Percentage of Required Mass

Cementitious Materials plus or minus 1

Aggregate plus or minus 2

Water plus or minus 1

Admixture plus or minus 3

For volumetric batching equipment for water and admixtures, the above

numeric tolerances apply to the required volume of material being batched.

Dilute concentrated admixtures uniformly, if necessary, to provide




sufficient volume per batch to ensure that the batchers consistently operate

within the above tolerance.

2.11.1.4 Moisture Control

Provide a plant capable of ready adjustment to compensate for the varying

moisture contents of the aggregates and to change the quantities of the

materials being batched.

2.11.2 Concrete Mixers

Provide stationary or truck mixers that are capable of combining the

materials into a uniform mixture and of discharging this mixture without

segregation. Do not charge the mixers in excess of the capacity recommended

by the manufacturer. Operate the mixers at the drum or mixing blade speed

designated by the manufacturer. Maintain the mixers in satisfactory

operating condition, with the mixer drums kept free of hardened concrete.

Replace mixer blades or paddles when worn down more than 10 percent of their

depth when compared with the manufacturer's dimension for new blades or

paddles.

2.11.2.1 Stationary

Stationary mixers are required to be drum or pan mixers. Provide mixers

with an acceptable device to lock the discharge mechanism until the required

mixing time has elapsed.

2.11.2.2 Mixing Time and Uniformity for Stationary Mixers

For stationary mixers, before uniformity data are available, the minimum

mixing time for each batch after all solid materials are in the mixer,

provided that all of the mixing water is introduced before one-fourth of the

mixing time has elapsed, is 1 minute for mixers having a capacity of 1 cubic

yard. For mixers of greater capacity, increase this minimum time by 20

seconds for each additional 1.33 cubic yard or fraction thereof. After

results of uniformity tests are available, the mixing time may be reduced to

the minimum time required to meet uniformity requirements; but if uniformity

requirements are not being met, increase the mixing time as directed.

Perform mixer performance tests at new mixing times immediately after any

change in mixing time or volume. Conduct the Regular Test sequence for

initial determination of the mixing time or as directed. When regular

testing is performed, the concrete is required to meet the limits of any

five of the six uniformity requirements listed in Table 1 below.

2.11.2.3 Abbreviated Test

Conduct the Abbreviated Test sequence for production concrete verification

at the frequency specified in Table 6. When abbreviated testing is

performed, the concrete is required to meet only those requirements listed

for abbreviated testing. Use the projects approved mix design proportions

for uniformity testing. For regular testing perform all six tests on three

batches of concrete. The range for regular testing is the average of the

ranges of the three batches. Abbreviated testing consists of performing the

three required tests on a single batch of concrete. The range for

abbreviated testing is the range for one batch. If more than one mixer is

used and all are identical in terms of make, type, capacity, condition,

speed of rotation, the results of tests on one of the mixers apply to the




others, subject to the approval. Perform all mixer performance (uniformity)

testing in accordance with COE CRD-C 55 and with paragraph TESTING AND

INSPECTION FOR CONTRACTOR QUALITY CONTROL DURING CONSTRUCTION in PART 3.

TABLE 1 UNIFORMITY REQUIREMENTS--STATIONARY MIXERS

Parameter Regular Tests Allowable

Maximum Range for Average

of 3 Batches

Abbreviated Tests

Allowable Maximum Range

for 1 Batch

Unit weight of air-free

mortar

2.0 pounds per cubic foot 2.0 pounds per cubic foot

Air content 1.0 percent --

Slump 1.0 inch 1.0 inch

Coarse aggregate 6.0 percent 6.0 percent

Compressive strength at 7

days

10.0 percent 10.0 percent

Water content 1.5 percent

2.11.2.4 Truck

Truck mixers are not allowed for mixing or transporting slipformed paving

concrete. Provide only truck mixers designed for mixing or transporting

paving concrete with extra large blading and rear opening specifically for

low-slump paving concrete. Provide truck mixers, the mixing of concrete

therein, and concrete uniformity and testing thereof that conform to the

requirements of ASTM C94/C94M. Determine the number of revolutions between

70 to 100 for truck-mixed concrete and the number of revolutions for shrink-

mixed concrete by uniformity tests as specified in ASTM C94/C94M and in

requirements for mixer performance stated in paragraph TESTING AND

INSPECTION FOR CONTRACTOR QUALITY CONTROL DURING CONSTRUCTION in PART 3. If

requirements for the uniformity of concrete are not met with 100 revolutions

of mixing after all ingredients including water are in the truck mixer drum,

discontinue use of the mixer until the condition is corrected. Water is not

allowed to be added after the initial introduction of mixing water except,

when on arrival at the job site, the slump is less than specified and the

water-cement ratio is less than that given as a maximum in the approved

mixture. Additional water may be added to bring the slump within the

specified range provided the approved water-cement ratio is not exceeded.

Inject water into the head of the mixer (end opposite the discharge opening)

drum under pressure, and turn the drum or blades a minimum of 30 additional

revolutions at mixing speed. The addition of water to the batch at any

later time is not allowed.

2.11.3 Transporting Equipment

Transport slipform concrete to the paving site in non-agitating equipment

conforming to ASTM C94/C94M or in approved agitators. Transport fixed form

concrete in approved truck mixers designed with extra large blading and rear

opening specifically for low slump concrete. Provide transporting equipment




designed and operated to deliver and discharge the required concrete mixture

completely without segregation.

2.11.4 Paver-Finisher

Provide paver-finisher consisting of a heavy-duty, self-propelled machine

designed specifically for paving and finishing high quality pavement, with a

minimum weight of 2200 pounds per foot of lane width, and powered by an

engine having a minimum 6.0 horsepower per foot of lane width. The paver-

finisher is required to spread, consolidate, and shape the plastic concrete

to the desired cross section in one pass. The mechanisms for forming the

pavement are required to be easily adjustable in width and thickness and for

required crown. In addition to other spreaders required by paragraph above,

the paver-finisher equipped with a full width knock-down auger or paddle

mechanism, capable of operating in both directions, which evenly spreads the

fresh concrete in front of the screed or extrusion plate.

2.11.4.1 Vibrators

Provide gang mounted immersion vibrators at the front of the paver on a

frame equipped with suitable controls so that all vibrators can be operated

at any desired depth within the slab or completely withdrawn from the

concrete, as required. Provide vibrators that are automatically controlled

to immediately stop as forward motion of the paver ceases. Equipped the

paver-finisher with an electronic vibrator monitoring device displaying the

operating frequency of each individual internal vibrator with a readout

display visible to the paver operator that operates continuously while

paving, and displays all vibrator frequencies with manual or automatic

sequencing among all individual vibrators. Discontinue paving if the

vibrator monitoring system fails to operate properly during the paving

operation. Provide the spacing of the immersion vibrators across the paving

lane as necessary to properly consolidate the concrete, with a maximum clear

distance between vibrators of 30 inches and outside vibrators a maximum of

12 inches from the lane edge. Operate spud vibrators at a minimum frequency

of 8000 impulses per minute and a minimum amplitude of 0.03 inch, as

determined by COE CRD-C 521.

2.11.4.2 Screed or Extrusion Plate

Equipped the paver-finisher with a transversely oscillating screed or an

extrusion plate to shape, compact, and smooth the surface and finish the

surface that no significant amount of hand finishing, except use of cutting

straightedges, is required. Provide a screed or extrusion plate constructed

to adjust for crown in the pavement. Provide adjustment for variation in

lane width or thickness and to prevent more than 8 inches of the screed or

extrusion plate extending over previously placed concrete on either end when

paving fill-in lanes. Repair or replace machines that cause displacement of

properly installed forms or cause ruts or indentations in the prepared

underlying materials and machines that cause frequent delays due to

mechanical failures as directed.

2.11.4.3 Longitudinal Mechanical Float

A longitudinal mechanical float may be used. If used, provide a float that

is specially designed and manufactured to smooth and finish the pavement

surface without working excess paste to the surface that is rigidly attached

to the rear of the paver-finisher or to a separate self-propelled frame




spanning the paving lane. Provide float plate at least 5 feet long by 8

inches wide and automatically be oscillated in the longitudinal direction

while slowly moving from edge to edge of the paving lane, with the float

plate in contact with the surface at all times.

2.11.4.4 Other Types of Finishing Equipment

Clary screeds, other rotating tube floats, or bridge deck finishers are not

allowed on mainline paving, but may be allowed on irregular or odd-shaped

slabs, and near buildings or trench drains, subject to approval. Provide

bridge deck finishers with a minimum operating weight of 7500 pounds that

have a transversely operating carriage containing a knock-down auger and a

minimum of two immersion vibrators. Only use vibrating screeds or pans for

isolated slabs where hand finishing is permitted as specified, and only

where specifically approved.

2.11.4.5 Fixed Forms

Provide paver-finisher equipped with wheels designed to ride the forms, keep

it aligned with the forms, and spread the load so as to prevent deformation

of the forms. Provide paver-finishers traveling on guide rails located

outside the paving lane that are equipped with wheels when traveling on new

or existing concrete to remain. Alternatively, a modified slipform paver

that straddles the forms may be used. Provide a modified slipform paver

which has the side conforming plates removed or rendered ineffective and

travels over or along pre-placed fixed forms.

2.11.4.6 Slipform

The slipform paver-finisher is required to be automatically controlled and

crawler mounted with padded tracks so as to be completely stable under all

operating conditions and provide a finish to the surface and edges so that

no edge slump beyond allowable tolerance occurs. Provide suitable moving

side forms that are adjustable and produce smooth, even edges, perpendicular

to the top surface and meeting specification requirements for alignment and

freedom from edge slump.

2.11.5 Curing Equipment

Provide equipment for applying membrane-forming curing compound mounted on a

self-propelled frame that spans the paving lane. Constantly agitate the

curing compound reservoir mechanically (not air) during operation and

provide a means for completely draining the reservoir. Provide a spraying

system that consists of a mechanically powered pump which maintains constant

pressure during operation, an operable pressure gauge, and either a series

of spray nozzles evenly spaced across the lane to provide uniformly

overlapping coverage or a single spray nozzle which is mounted on a carriage

which automatically traverses the lane width at a speed correlated with the

forward movement of the overall frame. Protect all spray nozzles with wind

screens. Calibrate the spraying system in accordance with ASTM D2995,

Method A, for the rate of application required in paragraph MEMBRANE CURING.

Provide hand-operated sprayers allowed by that paragraph with compressed air

supplied by a mechanical air compressor. Immediately replace curing

equipment if it fails to apply an even coating of compound at the specified

rate.




2.11.6 Texturing Equipment

Provide texturing equipment as specified below. Before use, demonstrate the

texturing equipment on a test section, and modify the equipment as necessary

to produce the texture directed.

2.11.6.1 Burlap Drag

Securely attach a burlap drag to a separate wheel mounted frame spanning the

paving lane or to one of the other similar pieces of equipment. Provide

length of the material between 24 to 36 inches dragging flat on the pavement

surface. Provide burlap drag with a width at least equal to the width of

the slab. Provide clean, reasonably new burlap material, completely

saturated with water before attachment to the frame, always resaturated

before start of use, and kept clean and saturated during use. Provide

burlap conforming to AASHTO M 182, Class 3 or 4.

2.11.7 Sawing Equipment

Provide equipment for sawing joints and for other similar sawing of concrete

consisting of standard diamond-type concrete saws mounted on a wheeled

chassis which can be easily guided to follow the required alignment.

Provide diamond tipped blades. If demonstrated to operate properly,

abrasive blades may be used. Provide spares as required to maintain the

required sawing rate. Provide saws capable of sawing to the full depth

required. Early-entry saws may be used, subject to demonstration and

approval. No change to the initial sawcut depth is permitted.

2.11.8 Straightedge

Provide and maintain at the job site, in good condition, a minimum 12 foot

straightedge for each paving train for testing the hardened portland cement

concrete surfaces. Provide straightedges constructed of aluminum or

magnesium alloy and blades of box or box-girder cross section with flat

bottom, adequately reinforced to insure rigidity and accuracy. Provide

straightedges with handles for operation on the pavement.

2.11.9 Work Bridge

Provide a self-propelled working bridge capable of spanning the required

paving lane width where workmen can efficiently and adequately reach the

pavement surface.

2.12 SPECIFIED CONCRETE STRENGTH AND OTHER PROPERTIES

2.12.1 Specified Flexural Strength

Specified flexural strength, R, for concrete is 650 psi at 28 days, as

determined by

2.12.2 Water-Cementitious Materials Ratio

Maximum allowable water-cementitious material ratio is 0.45. The water-

cementitious material ratio is the equivalent water-cement ratio as

determined by conversion from the weight ratio of water to cement plus SCM

by the mass equivalency method described in ACI 211.1.




2.12.3 Air Content

Provide concrete that is air-entrained with a total air content of 4.0 plus

or minus 1.5 percentage points, at the point of placement. Determine air

content in accordance with ASTM C231/C231M.

2.12.4 Slump

The maximum allowable slump of the concrete at the point of placement is 2

inches for pavement constructed with fixed forms. For slipformed pavement,

at the start of the project, select a slump which produces in-place pavement

meeting the specified tolerances for control of edge slump. The selected

slump is applicable to both pilot and fill-in lanes.

2.12.5 Concrete Temperature

The temperature of the concrete as delivered is required to conform to the

requirements of paragraphs PAVING IN HOT WEATHER and PAVING IN COLD WEATHER,

in PART 3. Determine the temperature of concrete in accordance with ASTM

C1064/C1064M.

2.12.6 Concrete Strength for Final Acceptance

and no individual set (2 specimens per sublot) in the lot are 25 psi or

more below the equivalent 'Specified Flexural Strength'. If any lot or

sublot, respectively, fails to meet the above criteria, remove and replace

the lot or sublot at no additional cost to the Owner. This is in addition

to and does not replace the average strength required for day-to-day CQC

operations as specified in paragraph AVERAGE CQC FLEXURAL STRENGTH REQUIRED

FOR MIXTURES, below.

2.13 MIXTURE PROPORTIONS

2.13.1 Composition

Provide concrete composed of cementitious material, water, fine and coarse

aggregates, and admixtures. Include supplementary Cementitious Materials

(SCM) choice and usage in accordance with paragraph SUPPLEMENTARY

CEMENTITIOUS MATERIALS (SCM) CONTENT. Provide a minimum total cementitious

materials content of 470 pounds per cubic yard. Acceptable admixtures

consist of air entraining admixture and may also include, as approved, water

reducing and accelerating admixtures.

2.13.2 Proportioning Studies

Perform trial design batches, mixture proportioning studies, and testing, at

no expense to the Owner. Submit for approval the Preliminary Proposed

Proportioning to include items a., b., and i. below a minimum of 7 days

prior to beginning the mixture proportioning study. Submit the results of

the mixture proportioning studies signed and stamped by the registered

professional engineer having technical responsibility for the mix design

study, and submitted at least 30 days prior to commencing concrete placing

operations. Include a statement summarizing the maximum nominal coarse

aggregate size and the weights and volumes of each ingredient proportioned

on a one cubic yard basis. Base aggregate quantities on the mass in a

saturated surface dry condition. Provide test results demonstrating that

the proposed mixture proportions produce concrete of the qualities




indicated. Base methodology for trial mixtures having proportions, slumps,

and air content suitable for the work as described in ACI 211.1, modified as

necessary to accommodate flexural strength. Submit test results including:

a. Coarse and fine aggregate gradations and plots.

b. Combined aggregate gradation plots.

c. Coarse aggregate quality test results, include deleterious materials.

d. Fine aggregate quality test results.

e. Mill certificates for cement and supplemental cementitious materials.

f. Certified test results for air entraining, water reducing, retarding,

non-chloride accelerating admixtures.

g. Specified flexural strength, slump, and air content.

h. Documentation of required average CQC flexural strength, Ra.

i. Recommended proportions and volumes for proposed mixture and each of

three trial water-cementitious materials ratios.

j. Individual beam breaks.

k. Flexural strength summaries and plots.

l. Correlation ratios for acceptance testing and CQC testing.

m. Historical record of test results, documenting production standard

deviation (if available).

n. Narrative discussing methodology on how the mix design was developed.

o. Alternative aggregate blending to be used during the test section if

necessary to meet the required surface and consolidation requirements.

2.13.2.1 Water-Cementitious Materials Ratio

Perform at least three different water-cementitious materials ratios, which

produce a range of strength encompassing that required on the project. The

maximum allowable water-cementitious material ratio required in paragraph

SPECIFIED FLEXURAL STRENGTH, above is the equivalent water-cementitious

materials ratio. The maximum water-cementitious materials ratio of the

approved mix design becomes the maximum water-cementitious materials ratio

for the project, and in no case exceeds 0.45.

2.13.2.2 Trial Mixture Studies

Perform separate sets of trial mixture studies made for each combination of

cementitious materials and each combination of admixtures proposed for use.

No combination of either are to be used until proven by such studies, except

that, if approved in writing and otherwise permitted by these

specifications, an accelerating or retarding admixture may be used without

separate trial mixture study. Perform separate trial mixture studies for

each placing method (slip form, fixed form, or hand placement) proposed.

Report the temperature of concrete in each trial batch. Design each mixture

to promote easy and suitable concrete placement, consolidation and

finishing, and to prevent segregation and excessive bleeding. Proportion

laboratory trial mixtures for maximum permitted slump and air content.

2.13.2.3 Mixture Proportioning for Flexural Strength

Follow the step by step procedure below:

2.13.3 Average CQC Flexural Strength Required for Mixtures




In order to ensure meeting the strength requirements specified in paragraph

SPECIFIED CONCRETE STRENGTH AND OTHER PROPERTIES above, during production,

the mixture proportions selected during mixture proportioning studies and

used during construction requires an average CQC flexural strength exceeding

the specified strength, R, by the amount indicated below. This required

average CQC flexural strength, Ra, is used only for CQC operations as

specified in paragraph TESTING AND INSPECTION FOR CONTRACTOR QUALITY CONTROL

DURING CONSTRUCTION in PART 3 and as specified in the previous paragraph.

During production, adjust the required Ra, as appropriate and as approved,

based on the standard deviation of -day strengths being attained during

paving.

2.13.3.1 From Previous Test Records

Where a concrete production facility has previous test records current to

within 18 months, establish a standard deviation in accordance with the

applicable provisions of ACI 214R. Include test records from which a

standard deviation is calculated that represent materials, quality control

procedures, and conditions similar to those expected, that represent

concrete produced to meet a specified flexural strength or strengths within

150 psi of the 28-day flexural strength specified for the proposed work, and

that consist of at least 30 consecutive tests. Perform verification testing

to document the current strength. A strength test is the average of the

strengths of two specimens made from the same sample of concrete and tested

at 28 days. Required average CQC flexural strength, Ra, used as the basis

for selection of concrete proportions is the value from the equation that

follows, using the standard deviation as determined above:

Ra = R + 1.34S

Where: S = standard deviation

R = specified flexural strength

Ra = required average flexural strength

Where a concrete production facility does not have test records

meeting the requirements above but does have a record based on 15

to 29 consecutive tests, establish a standard deviation as the

product of the calculated standard deviation and a modification

factor from the following table:

NUMBER OF TESTS MODIFICATION FACTOR FOR

STANDARD DEVIATION

15 1.16

20 1.08

25 1.03

30 or more 1.00

2.13.3.2 Without Previous Test Records

When a concrete production facility does not have sufficient field strength

test records for calculation of the standard deviation, determine the




required average strength, Ra, by adding 15 percent to the specified

flexural strength, R.

PART 3 EXECUTION

3.1 PREPARATION FOR PAVING

Before commencing paving, perform the following. If used, place cleaned,

coated, and adequately supported forms. Have any reinforcing steel needed

at the paving site; all transporting and transfer equipment ready for use,

clean, and free of hardened concrete and foreign material; equipment for

spreading, consolidating, screeding, finishing, and texturing concrete at

the paving site, clean and in proper working order; and all equipment and

material for curing and for protecting concrete from weather or mechanical

damage at the paving site, in proper working condition, and in sufficient

amount for the entire placement.

3.1.1 Weather Precaution

When windy conditions during paving appear probable, have equipment and

material at the paving site to provide windbreaks, shading, fogging, or

other action to prevent plastic shrinkage cracking or other damaging drying

of the concrete.

3.1.2 Proposed Techniques

Submit placing and protection methods; paving sequence; jointing pattern;

data on curing equipment and profilographs; demolition of existing

pavements, as specified; pavement diamond grinding equipment and procedures.

Submit for approval the following items:

a. A description of the placing and protection methods proposed when

concrete is to be placed in or exposed to hot, cold, or rainy weather

conditions.

b. A detailed paving sequence plan and proposed paving pattern showing all

planned construction joints; transverse and longitudinal dowel bar

spacing; and identifying pilot lanes and hand placement areas.

Deviations from the jointing pattern shown on the drawings are not

allowed without written approval of the design engineer.

c. Plan and equipment proposed to control alignment of sawn joints within

the specified tolerances.

d. Data on the curing equipment, media and methods to be used.

f. Pavement demolition work plan, presenting the proposed methods and

equipment to remove existing pavement and protect pavement to remain in

place.

3.2 CONDITIONING OF UNDERLYING MATERIAL

3.2.1 General Procedures

Verify the underlying material, upon which concrete is to be placed is

clean, damp, and free from debris, waste concrete or cement, frost, ice, and

standing or running water. Prior to setting forms or placement of concrete,




verify the underlying material is well drained and have been satisfactorily

graded by string-line controlled, automated, trimming machine and uniformly

compacted in accordance with the applicable Section of these specifications.

Test the surface of the underlying material to crown, elevation, and density

in advance of setting forms or of concrete placement using slip-form

techniques. Trim high areas to proper elevation. Fill and compact low

areas to a condition similar to that of surrounding grade, or filled with

concrete monolithically with the pavement. Low areas filled with concrete

are not to be cored for thickness to avoid biasing the average thickness

used for evaluation and payment adjustment. Rework and compact any

underlying material disturbed by construction operations to specified

density immediately in front of the paver. If a slipform paver is used,

continue the same underlying material under the paving lane beyond the edge

of the lane a sufficient distance that is thoroughly compacted and true to

grade to provide a suitable trackline for the slipform paver and firm

support for the edge of the paving lane.

3.2.2 Traffic on Underlying Material

After the underlying material has been prepared for concrete placement,

equipment is not permitted thereon with exception of the paver. Subject to

specific approval, crossing of the prepared underlying material at specified

intervals for construction purposes may be permitted, provided rutting or

indentations do not occur. Rework and repair the surface before concrete is

placed. Equipment may be allowed to operate on the underlying material only

if approved and only if no damage is done to the underlying material and its

degree of compaction. Correct any disturbance to the underlying material

that occurs, as approved, before the paver-finisher or the deposited

concrete reaches the location of the disturbance and replace the equipment

or change procedures to prevent any future damage.

3.3 WEATHER LIMITATIONS

3.3.1 Placement and Protection During Inclement Weather

Do not commence placing operations when heavy rain or other damaging weather

conditions appear imminent. At all times when placing concrete, maintain

on-site sufficient waterproof cover and means to rapidly place it over all

unhardened concrete or concrete that might be damaged by rain. Suspend

placement of concrete whenever rain, high winds, or other damaging weather

commences to damage the surface or texture of the placed unhardened

concrete, washes cement out of the concrete, or changes the water content of

the surface concrete. Immediately cover and protect all unhardened concrete

from the rain or other damaging weather. Completely remove any slab damaged

by rain or other weather full depth, by full slab width, to the nearest

original joint, and replaced as specified in paragraph REPAIR, REMOVAL AND

REPLACEMENT OF NEWLY CONSTRUCTED SLABS below, at no expense to the Owner.

3.3.2 Paving in Hot Weather

When the ambient temperature during paving is expected to exceed 90 degrees

F, properly place and finish the concrete in accordance with procedures

previously submitted, approved, and as specified herein. Provide concrete

that does not exceed the temperature shown in the table below when measured

in accordance with ASTM C1064/C1064M at the time of delivery. Cooling of

the mixing water or aggregates or placing in the cooler part of the day may

be required to obtain an adequate placing temperature. Cool steel forms and




reinforcing as needed to maintain steel temperatures below 120 degrees F.

Cool or protect transporting and placing equipment if necessary to maintain

proper concrete placing temperature. Keep the finished surfaces of the

newly laid pavement damp by applying a fog spray (mist) with approved

spraying equipment until the pavement is covered by the curing medium.

Maximum Allowable Concrete Placing Temperature

Relative Humidity, Percent, During

Time of Concrete Placement

Maximum Allowable Concrete

Temperature in Degrees F

Greater than 60 90

40-60 85

Less than 40 80

3.3.3 Prevention of Plastic Shrinkage Cracking

During weather with low humidity, and particularly with high temperature and

appreciable wind, develop and institute measures to prevent plastic

shrinkage cracks from developing. If plastic shrinkage cracking occurs,

halt further placement of concrete until protective measures are in place to

prevent further cracking. Periods of high potential for plastic shrinkage

cracking can be anticipated by use of ACI 305R. In addition to the

protective measures specified in the previous paragraph, the concrete

placement may be further protected by erecting shades and windbreaks and by

applying fog sprays of water, the addition of monomolecular films, or wet

covering. Apply monomolecular films after finishing is complete, do not use

in the finishing process. Immediately commence curing procedures when such

water treatment is stopped. Repair plastic shrinkage cracks in accordance

with paragraph REPAIR, REMOVAL AND REPLACEMENT OF NEWLY CONSTRUCTED SLABS.

Never trowel over or fill plastic shrinkage cracks with slurry.

3.3.4 Paving in Cold Weather

Cold weather paving is required to conform to ACI 306R. Use special

protection measures, as specified herein, if freezing temperatures are

anticipated or occur before the expiration of the specified curing period.

Do not begin placement of concrete unless the ambient temperature is at

least 35 degrees F and rising. Thereafter, halt placement of concrete

whenever the ambient temperature drops below 40 degrees F. When the ambient

temperature is less than 50 degrees F, the temperature of the concrete when

placed is required to be not less than 50 degrees F nor more than 75 degrees

F. Provide heating of the mixing water or aggregates as required to

regulate the concrete placing temperature. Materials entering the mixer are

required to be free from ice, snow, or frozen lumps. Do not incorporate

salt, chemicals or other materials in the concrete to prevent freezing. If

allowed under paragraph MIXTURE PROPORTIONS in PART 2, an accelerating

admixture may be used when the ambient temperature is below 50 degrees F.

Provide covering and other means for maintaining the concrete at a

temperature of at least 50 degrees F for not less than 72 hours after

placing, and at a temperature above freezing for the remainder of the curing

period. Remove pavement slabs, full depth by full width, damaged by




freezing or falling below freezing temperature to the nearest planned joint,

and replace as specified in paragraph REPAIR, REMOVAL AND REPLACEMENT OF

NEWLY CONSTRUCTED SLABS, at no expense to the Owner.

3.4 CONCRETE PRODUCTION

Provide batching, mixing, and transporting equipment with a capacity

sufficient to maintain a continuous, uniform forward movement of the paver

of not less than 2.5 feet per minute. Deposit concrete transported in non-

agitating equipment in front of the paver within 45 minutes from the time

cement has been charged into the mixing drum, except that if the ambient

temperature is above 90 degrees F, the time is reduced to 30 minutes.

Deposit concrete transported in truck mixers in front of the paver within 90

minutes from the time cement has been charged into the mixer drum of the

plant or truck mixer. If the ambient temperature is above 90 degrees F, the

time is reduced to 60 minutes. Accompany every load of concrete delivered

to the paving site with a batch ticket from the operator of the batching

plant. Provide batch ticket information required by ASTM C94/C94M on

approved forms. In addition provide design quantities in mass or volume for

all materials, batching tolerances of all materials, and design and actual

water cementitious materials ratio on each batch delivered, and the time of

day. Provide batch tickets for each truck delivered as part of the lot

acceptance package to the placing foreman to maintain on file and deliver

them to the Owner weekly.

3.4.1 Batching and Mixing Concrete

Maintain scale pivots and bearings clean and free of rust. Remove any

equipment which fails to perform as specified immediately from use until

properly repaired and adjusted, or replaced.

3.4.2 Transporting and Transfer - Spreading Operations

Operate non-agitating equipment only on smooth roads and for haul time less

than 15 minutes. Deposit concrete as close as possible to its final

position in the paving lane. Operate all equipment to discharge and

transfer concrete without segregation. Dumping of concrete in discrete

piles is not permitted. No transfer or spreading operation which requires

the use of front-end loaders, dozers, or similar equipment to distribute the

concrete are permitted.

3.5 PAVING


Construct pavement with paving and finishing equipment utilizing rigid fixed

forms or by use of slipform paving equipment. Provide paving and finishing

equipment and procedures capable of constructing paving lanes of the

required width at a rate of at least 2.5 feet of paving lane per minute on a

routine basis. Control paving equipment and its operation, and coordinated

with all other operations, such that the paver-finisher has a continuous

forward movement at a reasonably uniform speed from beginning to end of each

paving lane, except for inadvertent equipment breakdown. Backing the paver

and refinishing a lane is not permitted. Remove and replace concrete

refinished in this manner. Failure to achieve a continuous forward motion

requires halting operations, regrouping, and modifying operations to achieve

this requirement. Personnel are not permitted to walk or operate in the




plastic concrete at any time. Where an open-graded granular base is

required under the concrete, select paving equipment and procedures which

operate properly on the base course without causing displacement or other

damage.

3.5.2 Consolidation

Consolidate concrete with the specified type of lane-spanning, gang-mounted,

mechanical, immersion type vibrating equipment mounted in front of the

paver, supplemented, in rare instances as specified, by hand-operated

vibrators. Insert vibrators into the concrete to a depth that provides the

best full-depth consolidation but not closer to the underlying material than

2 inches. Excessive vibration is not permitted. Discontinue paving

operations if vibrators cause visible tracking in the paving lane, until

equipment and operations have been modified to prevent it. Vibrate concrete

in small, odd-shaped slabs or in isolated locations inaccessible to the

gang-mounted vibration equipment with an approved hand-operated immersion

vibrator operated from a bridge spanning the area. Do not use vibrators to

transport or spread the concrete. Do not operate hand-operated vibrators in

the concrete at one location for more than 20 seconds. Insert hand-operated

vibrators between 6 to 15 inches on centers. For each paving train, provide

at least one additional vibrator spud, or sufficient parts for rapid

replacement and repair of vibrators at the paving site at all times. Any

evidence of inadequate consolidation (honeycomb along the edges, large air

pockets, or any other evidence) requires the immediate stopping of the

paving operation and approved adjustment of the equipment or procedures.

3.5.3 Operation

When the paver approaches a header at the end of a paving lane, maintain a

sufficient amount of concrete ahead of the paver to provide a roll of

concrete which spills over the header. Provide a sufficient amount of extra

concrete to prevent any slurry that is formed and carried along ahead of the

paver from being deposited adjacent to the header. Maintain the spud

vibrators in front of the paver at the desired depth as close to the header

as possible before they are lifted. Provide additional consolidation

adjacent to the headers by hand-manipulated vibrators. When the paver is

operated between or adjacent to previously constructed pavement (fill-in

lanes), provide provisions to prevent damage to the previously constructed

pavement. Electronically control screeds or extrusion plates from the

previously placed pavement so as to prevent them from applying pressure to

the existing pavement and to prevent abrasion of the pavement surface.

Maintain the overlapping area of existing pavement surface completely free

of any loose or bonded foreign material as the paver-finisher operates

across it. When the paver travels on existing pavement, maintain approved

provisions to prevent damage to the existing pavement. Pavers using

transversely oscillating screeds are not allowed to form fill-in lanes that

have widths less than a full width for which the paver was designed or

adjusted.

3.5.4 Required Results

Adjust and operate the paver-finisher, its gang-mounted vibrators and

operating procedures coordinated with the concrete mixture being used, to

produce a thoroughly consolidated slab throughout that is true to line and

grade within specified tolerances. Provide a paver-finishing operation that

produces a surface finish free of irregularities, tears, voids of any kind,




and any other discontinuities in a single pass across the pavement; multiple

passes are not permitted. Provide equipment and its operation that produce

a finished surface requiring no hand finishing other than the use of cutting

straightedges, except in very infrequent instances. Stop paving if any

equipment or operation fails to produce the above results. Prior to

recommencing paving, properly adjust or replace the equipment, modify the

operation, or modify the mixture proportions, in order to produce the

required results. No water, other than fog sprays (mist) as specified in

paragraph PREVENTION OF PLASTIC SHRINKAGE CRACKING above, is allowed to be

applied to the concrete or the concrete surface during paving and finishing.

3.5.5 Fixed Form Paving

Provide paving equipment for fixed-form paving and the operation that

conforms to the requirements of paragraph EQUIPMENT, and all requirements

specified herein.

3.5.5.1 Forms for Fixed-Form Paving

a. Provide straight forms made of steel and in sections not less than 10

feet in length that are clean and free of rust or other contaminants.

Seal any holes or perforations in forms prior to paving unless

otherwise permitted. Maintain forms in place and passable by all

equipment necessary to complete the entire paving operation without

need to remove horizontal form supports. Provide flexible or curved

forms of proper radius for curves of 100-foot radius or less. Provide

wood forms for curves and fillets made of well-seasoned, surfaced plank

or plywood, straight, and free from warp or bend that have adequate

strength and are rigidly braced. Provide forms with a depth equal to

the pavement thickness at the edge. Where the project requires several

different slab thicknesses, forms may be built up by bolting or welding

a tubular metal section or by bolting wood planks to the bottom of the

form to completely cover the underside of the base of the form and

provide an increase in depth of not more than 25 percent. Provide

forms with the base width of the one-piece or built-up form not less

than eight-tenths of the vertical height of the form, except provide

forms 8 inches or less in vertical height with a base width not less

than the vertical height of the form. Provide forms with maximum

vertical deviation of top of any side form, including joints, not

varying from a true plane more than 1/8 inch in 10 feet, and the

upstanding leg not varying more than 1/4 inch.

b. Provide form sections that are tightly locked and free from play or

movement in any direction. Provide forms with adequate devices for

secure settings so that when in place they withstand, without visible

spring or settlement, the impact and vibration of the consolidating and

finishing equipment.

c. Set forms for full bearing on foundation for entire length and width

and in alignment with edge of finished pavement. Support forms during

entire operation of placing, compaction, and finishing so that forms do

not deviate vertically more than 0.01 foot from required grade and

elevations indicated. Check conformity to the alignment and grade

elevations shown on the drawings and make necessary corrections

immediately prior to placing the concrete. Clean and oil the forms

each time before concrete is placed. Concrete placement is not allowed

until setting of forms has been checked and approved by the CQC team.




d. Do not anchor guide rails for fixed form pavers into new concrete or

existing concrete to remain.

3.5.5.2 Form Removal

Keep forms in place at least 12 hours after the concrete has been placed.

When conditions are such that the early strength gain of the concrete is

delayed, leave the forms in place for a longer time, as directed. Remove

forms by procedures that do not damage the concrete. Do not use bars or

heavy metal tools directly against the concrete in removing the forms.

Promptly repair any concrete found to be defective after form removal, using

procedures specified or as directed.

3.5.6 Slipform Paving

3.5.6.1 General

Provide paving equipment for slipform paving and the operation thereof that

conforms to the requirement of paragraph EQUIPMENT, and all requirements

specified herein. Provide a slipform paver capable of shaping the concrete

to the specified and indicated cross section, meeting all tolerances, with a

surface finish and edges that require only a very minimum isolated amount of

hand finishing, in one pass. If the paving operation does not meet the

above requirements and the specified tolerances, immediately stop the

operation, and regroup and replace or modify any equipment as necessary,

modify paving procedures or modify the concrete mix, in order to resolve the

problem. Provide a slipform paver that is automatically electronically

controlled from a taut wire guideline for horizontal alignment and on both

sides from a taut wire guideline for vertical alignment, except that

electronic control from a ski operating on a previously constructed

adjoining lane is requied where applicable for either or both sides.

Automatic, electronic controls are required for vertical alignment on both

sides of the lane. Control from a slope-adjustment control or control

operating from the underlying material is not allowed. Properly adjust side

forms on slipform pavers so that the finished edge of the paving lane meets

all specified tolerances. Install dowels in longitudinal construction

joints as specified below. The installation of these dowels by dowel

inserters attached to the paver or by any other means of inserting the

dowels into the plastic concrete is not permitted.

3.5.6.2 Guideline for Slipform Paving

Accurately and securely install guidelines well in advance of concrete

placement. Provide supports at necessary intervals to eliminate all sag in

the guideline when properly tightened. Provide guideline consisting of high

strength wire set with sufficient tension to remove all sag between

supports. Provide supports that are securely staked to the underlying

material or other provisions made to ensure that the supports are not

displaced when the guideline is tightened or when the guideline or supports

are accidentally touched by workmen or equipment during construction.

Provide appliances for attaching the guideline to the supports that are

capable of easy adjustment in both the horizontal and vertical directions.

When it is necessary to leave gaps in the guideline to permit equipment to

use or cross underlying material, provide provisions for quickly and

accurately replacing the guideline without any delay to the forward progress

of the paver. Provide supports on either side of the gap that are secured




in such a manner as to avoid disturbing the remainder of the guideline when

the portion across the gap is positioned and tightened. Check the guideline

across the gap and adjacent to the gap for a distance of 200 feet for

horizontal and vertical alignment after the guideline across the gap is

tightened. Provide vertical and horizontal positioning of the guideline

such that the finished pavement conforms to the alignment and grade

elevations shown on the drawings within the specified tolerances for grade

and smoothness. The specified tolerances are intended to cover only the

normal deviations in the finished pavement that may occur under good

supervision and do not apply to setting of the guideline. Set the guideline

true to line and grade.

3.5.6.3 Stringless Technology

If the use of any type of stringless technology is proposed, submit a

detailed description of the system and perform a trial field demonstration

at least one week prior to start of paving. Approval of the control system

will be based on the results of the demonstration and on continuing

satisfactory operation during paving.

3.5.7 Placing Reinforcing Steel

Provide the type and amount of steel reinforcement indicated.

3.5.7.1 Pavement Thickness Greater Than 12 inches

For pavement thickness of 12 inches or more, install the reinforcement steel

by the strike-off method wherein a layer of concrete is deposited on the

underlying material, consolidated, and struck to the indicated elevation of

the steel reinforcement. Place the reinforcement upon the pre-struck

surface, followed by placement of the remaining concrete and finishing in

the required manner. When placement of the second lift causes the steel to

be displaced horizontally from its original position, provide provisions for

increasing the thickness of the first lift and depressing the reinforcement

into the unhardened concrete to the required elevation. Limit the increase

in thickness only as necessary to permit correct horizontal alignment to be

maintained. Remove and replace any portions of the bottom layer of concrete

that have been placed more than 30 minutes without being covered with the

top layer with newly mixed concrete without additional cost to the Owner.

3.5.7.2 Pavement Thickness Less Than 12 Inches

For pavements less than 12 inches thick, position the reinforcement on

suitable chairs or continuous mesh support devices securely fastened to the

subgrade prior to concrete placement. Consolidate concrete after the steel

has been placed. Regardless of placement procedure, provide reinforcing

steel free from coatings which could impair bond between the steel and

concrete, with reinforcement laps as indicated. Regardless of the equipment

or procedures used for installing reinforcement, ensure that the entire

depth of concrete is adequately consolidated.

3.5.8 Placing Dowels and Tie Bars

Ensure the method used to install and hold dowels in position result in

dowel alignment within the maximum allowed horizontal and vertical tolerance

of 1/8 inch per foot after the pavement has been completed. Except as

otherwise specified below, maintain the horizontal spacing of dowels within




a tolerance of plus or minus 5/8 inch. Locate the dowel vertically on the

face of the slab within a tolerance of plus or minus 1/2 inch). Measure the

vertical alignment of the dowels parallel to the designated top surface of

the pavement, except for those across the crown or other grade change

joints. Measure dowels across crowns and other joints at grade changes to a

level surface. Check horizontal alignment perpendicular to the joint edge

with a framing square. Do not place longitudinal dowels and tie bars

closer than 0.6 times the dowel bar tie bar length to the planned joint

line. If the last regularly spaced longitudinal dowel tie bar is closer

than that dimension, move it away from the joint to a location 0.6 times the

dowel bar tie bar length, but not closer than 6 inches to its nearest

neighbor. Resolve dowel (tie bar) interference at a transverse joint-

longitudinal joint intersection by deleting the closest transverse dowel

(tie bar). Do not position the end of a transverse dowel closer than 12

inches from the end of the nearest longitudinal dowel. Install dowels as

specified in the following subparagraphs.

3.5.8.1 Contraction Joints

Securely hold dowels and tie bars in longitudinal and transverse contraction

joints within the paving lane in place, as indicated, by means of rigid

metal frames or basket assemblies of an approved type. Securely hold the

basket assemblies in the proper location by means of suitable pins or

anchors. Do not cut or crimp the dowel basket tie wires.

3.5.8.2 Construction Joints-Fixed Form Paving

Install dowels and tie bars by the bonded-in-place method or the drill-and-

dowel method. Installation by removing and replacing in preformed holes is

not permitted. Prepare and place dowels and tie bars across joints where

indicated, correctly aligned, and securely held in the proper horizontal and

vertical position during placing and finishing operations, by means of

devices fastened to the forms. Provide the spacing of dowels and tie bars

in construction joints as indicated, except that, where the planned spacing

cannot be maintained because of form length or interference with form

braces, provide closer spacing with additional dowels or tie bars.

3.5.8.3 Dowels Installed in Hardened Concrete

Install dowels in hardened concrete by bonding the dowels into holes drilled

into the hardened concrete. Before drilling commences, cure the concrete

for 7 days or until it has reached a minimum . Drill holes 1/8 inch greater

in diameter than the dowels into the hardened concrete using rotary-core

drills. Rotary-percussion drills are permitted, provided that excessive

spalling does not occur to the concrete joint face. Excessive spalling is

defined as spalling deeper than 1/4 inch from the joint face or 1/2 inch

radially from the outside of the drilled hole. Continuing damage requires

modification of the equipment and operation. Drill depth of dowel hole

within a tolerance of plus or minus 1/2 inch of the dimension shown on the

drawings. Upon completion of the drilling operation, blow out the dowel

hole with oil-free, compressed air. Bond dowels in the drilled holes using

epoxy resin. Inject epoxy resin at the back of the hole before installing

the dowel and extruded to the collar during insertion of the dowel so as to

completely fill the void around the dowel. Application by buttering the

dowel is not permitted. Hold the dowels in alignment at the collar of the

hole, after insertion and before the grout hardens, by means of a suitable

metal or plastic grout retention ring fitted around the dowel. Provide




dowels required between new and existing concrete in holes drilled in the

existing concrete, all as specified above. Where tie bars are required in

longitudinal construction joints of slipform pavement, install bent tie bars

at the paver, in front of the transverse screed or extrusion plate. Do not

install tie bars in preformed holes. Construct a standard keyway, with the

bent tie bars inserted into the plastic concrete through a 26 gauge thick

metal keyway liner. Protect and maintain the keyway liner to remain in

place and become part of the joint. When bending tie bars, provide the

radius of bend not be less than the minimum recommended for the particular

grade of steel in the appropriate material standard. Before placement of

the adjoining paving lane, straighten the tie bars using procedures which do

not spall the concrete around the bar.

3.5.8.4 Lubricating Dowel Bars

Wipe the portion of each dowel intended to move within the concrete clean

and coat with a thin, even film of lubricating oil or light grease before

the concrete is placed.

3.6 FINISHING

Provide finishing operations as a continuing part of placing operations

starting immediately behind the strike-off of the paver. Provide initial

finishing by the transverse screed or extrusion plate. Provide the sequence

of operations consisting of transverse finishing, longitudinal machine

floating if used, straightedge finishing, texturing, and then edging of

joints. Provide finishing by the machine method. Provide a work bridge as

necessary for consolidation and hand finishing operations. Use the hand

method only on isolated areas of odd slab widths or shapes and in the event

of a breakdown of the mechanical finishing equipment. Keep supplemental

hand finishing for machine finished pavement to an absolute minimum.

Immediately stop any machine finishing operation which requires appreciable

hand finishing, other than a moderate amount of straightedge finishing.

Prior to recommencing machine finishing, properly adjust or replace the

equipment. Immediately halt any operations which produce more than 1/8 inch

of mortar-rich surface (defined as deficient in plus U.S. No. 4 sieve size

aggregate) and the equipment, mixture, or procedures modified as necessary.

Compensate for surging behind the screeds or extrusion plate and settlement

during hardening and take care to ensure that paving and finishing machines

are properly adjusted so that the finished surface of the concrete (not just

the cutting edges of the screeds) is at the required line and grade.

Maintain finishing equipment and tools clean and in an approved condition.

Water is not allowed to be added to the surface of the slab with the

finishing equipment or tools, or in any other way, except for fog (mist)

sprays specified to prevent plastic shrinkage cracking.

3.6.1 Machine Finishing With Fixed Forms

Replace machines that cause displacement of the forms. Only one pass of the

finishing machine is allowed over each area of pavement. If the equipment

and procedures do not produce a surface of uniform texture, true to grade,

in one pass, immediately stop the operation and the equipment, mixture, and

procedures adjusted as necessary.

3.6.2 Machine Finishing with Slipform Pavers




Operate the slipform paver so that only a very minimum of additional

finishing work is required to produce pavement surfaces and edges meeting

the specified tolerances. Immediately modify or replace any equipment or

procedure that fails to meet these specified requirements as necessary. A

self-propelled non-rotating pipe float may be used while the concrete is

still plastic, to remove minor irregularities and score marks. Only one

pass of the pipe float is allowed. If there is concrete slurry or fluid

paste on the surface that runs over the edge of the pavement, immediately

stop the paving operation and the equipment, mixture, or operation modified

to prevent formation of such slurry. Immediately remove any slurry which

does run down the vertical edges by hand, using stiff brushes or scrapers.

Slurry, concrete or concrete mortar is not allowed to build up along the

edges of the pavement to compensate for excessive edge slump, either while

the concrete is plastic or after it hardens.

3.6.3 Surface Correction and Testing

After all other finishing is completed but while the concrete is still

plastic, eliminate minor irregularities and score marks in the pavement

surface by means of cutting straightedges. Provide cutting straightedges

with a minimum length of 12 feet that are operated from the sides of the

pavement or from bridges. Provide cutting straightedges operated from the

side of the pavement equipped with a handle 3 feet longer than one-half the

width of the pavement. Test the surface for trueness with a straightedge

held in successive positions parallel and at right angles to the center line

of the pavement, and the whole area covered as necessary to detect

variations. Advance the straightedge along the pavement in successive

stages of not more than one-half the length of the straightedge.

Immediately fill depressions with freshly mixed concrete, strike off,

consolidate with an internal vibrator, and refinish. Strike off projections

above the required elevation and refinish. Continue the straightedge

testing and finishing until the entire surface of the concrete is free from

observable departure from the straightedge and conforms to the surface

requirements specified in paragraph SURFACE SMOOTHNESS. This straightedging

is not allowed to be used as a replacement for the straightedge testing of

paragraph SURFACE SMOOTHNESS in PART 1. Use long-handled, flat bull floats

very sparingly and only as necessary to correct minor, scattered surface

defects. If frequent use of bull floats is necessary, stop the paving

operation and the equipment, mixture or procedures adjusted to eliminate the

surface defects. Keep finishing with hand floats and trowels to the

absolute minimum necessary. Take extreme care to prevent over finishing

joints and edges. Produce the surface finish of the pavement essentially by

the finishing machine and not by subsequent hand finishing operations. All

hand finishing operations are subject to approval.

3.6.4 Hand Finishing

Use hand finishing operations only as specified below. Provide a work

bridge to be used as necessary for consolidation and placement operations to

avoid standing in concrete.

3.6.4.1 Equipment and Template

In addition to approved mechanical internal vibrators for consolidating the

concrete, provide a strike-off and tamping template and a longitudinal float

for hand finishing. Provide a template at least 1 foot longer than the

width of pavement being finished, of an approved design, and sufficiently




rigid to retain its shape, that is constructed of metal or other suitable

material shod with metal. Provide a longitudinal float at least 10 feet

long, of approved design, is rigid and substantially braced, and maintain a

plane surface on the bottom. Grate tampers (jitterbugs) are not allowed.

3.6.4.2 Finishing and Floating

As soon as placed and vibrated, strike off the concrete and screeded to the

crown and cross section and to such elevation above grade that when

consolidated and finished, the surface of the pavement is at the required

elevation. In addition to previously specified complete coverage with

handheld immersion vibrators, tamp the entire surface with the strike-off

and tamping template, and the tamping operation continued until the required

compaction and reduction of internal and surface voids are accomplished.

Immediately following the final tamping of the surface, float the pavement

longitudinally from bridges resting on the side forms and spanning but not

touching the concrete. If necessary, place additional concrete,

consolidated and screeded, and the float operated until a satisfactory

surface has been produced. Do not advance the floating operation more than

half the length of the float and then continued over the new and previously

floated surfaces.

3.6.5 Texturing

Before the surface sheen has disappeared and before the concrete hardens or

curing compound is applied, texture the surface of the pavement as described

herein. After curing is complete, thoroughly power broom all textured

surfaces to remove all debris.

3.6.5.1 Burlap Drag Surface

Apply surface texture by dragging the surface of the pavement, in the

direction of the concrete placement, with an approved burlap drag. Operate

the drag with the fabric moist, and the fabric maintained clean or changed

as required to keep clean. Perform the dragging so as to produce a uniform

finished surface having a fine sandy texture without disfiguring marks.

3.6.6 Edging

Before texturing has been completed, carefully finish the edge of the slabs

along the forms, along the edges of slipformed lanes, and at the joints with

an edging tool to form a smooth rounded surface of 1/8 inch radius.

Eliminate tool marks, and provide edges that are smooth and true to line.

Water is not allowed to be added to the surface during edging. Take extreme

care to prevent overworking the concrete.

3.6.7 Outlets in Pavement

Construct recesses for the tie-down anchors, lighting fixtures, and other

outlets in the pavement to conform to the details and dimensions shown.

Carefully finish the concrete in these areas to provide a surface of the

same texture as the surrounding area that is within the requirements for

plan grade and surface smoothness.

3.7 CURING




3.7.1 Protection of Concrete

Continuously protect concrete against loss of moisture and rapid temperature

changes for at least 7 days from the completion of finishing operations.

Have all equipment needed for adequate curing and protection of the concrete

on hand and ready for use before actual concrete placement begins. If any

selected method of curing does not afford the proper curing and protection

against concrete cracking, remove or replace the damaged pavement, and

provide another method of curing as directed. Accomplish curing by one of

the following methods.

3.7.2 Membrane Curing

Apply a uniform coating of white-pigmented, membrane-forming, curing

compound to the entire exposed surface of the concrete as soon as the free

water has disappeared from the surface after moist curing ceases. Apply

immediately along the formed edge faces after the forms are removed. Do not

allow the concrete to dry before the application of the membrane. If any

drying has occurred, moisten the surface of the concrete with a fine spray

of water, and the curing compound applied as soon as the free water

disappears. Apply the curing compound to the finished surfaces by means of

an approved automatic spraying machine. Apply the curing compound with a

single overlapping application that provides a uniform coverage of 150

square feet per gallon. The application of curing compound by hand-

operated, mechanical powered pressure sprayers is permitted only on odd

widths or shapes of slabs and on concrete surfaces exposed by the removal of

forms. When the application is made by hand-operated sprayers, apply a

second coat in a direction approximately at right angles to the direction of

the first coat. If pinholes, abrasions, or other discontinuities exist,

apply an additional coat to the affected areas within 30 minutes. Respray

curing compound to concrete surfaces that are subjected to heavy rainfall

within 3 hours after the curing compound has been applied by the method and

at the coverage specified above. Respray curing compound to areas where the

curing compound is damaged by subsequent construction operations within the

curing period immediately. Adequately protect concrete surfaces to which

membrane-curing compounds have been applied during the entire curing period

from pedestrian and vehicular traffic, except as required for joint-sawing

operations and surface tests, and from any other possible damage to the

continuity of the membrane.

3.7.3 Moist Curing

Maintain concrete to be moist-cured continuously wet for the entire curing

period, or until curing compound is applied, commencing immediately after

finishing. If forms are removed before the end of the curing period,

provide curing on unformed surfaces, using suitable materials. Cure

surfaces by ponding, by continuous sprinkling, by continuously saturated

burlap or cotton mats, or by continuously saturated plastic coated burlap.

Provide burlap and mats that are clean and free from any contamination and

completely saturated before being placed on the concrete. Lap sheets to

provide full coverage. Provide an approved work system to ensure that moist

curing is continuous 24 hours per day and that the entire surface is wet.

3.8 JOINTS

3.8.1 General Requirements for Joints




Construct joints that conform to the locations and details indicated and are

perpendicular to the finished grade of the pavement. Provide joints that

are straight and continuous from edge to edge or end to end of the pavement

with no abrupt offset and no gradual deviation greater than 1/2 inch. Where

any joint fails to meet these tolerances, remove and replace the slabs

adjacent to the joint at no additional cost to the Owner. Change from the

jointing pattern shown on the drawings is not allowed without written

approval. Seal joints immediately following curing of the concrete or as

soon thereafter as weather conditions permit as specified in Section 32 01

19 FIELD MOLDED SEALANTS FOR SEALING JOINTS IN RIGID PAVEMENTS.

3.8.2 Longitudinal Construction Joints

Install dowels or tie bars in the longitudinal construction joints, or

thicken the edges as indicated. Install dowels tie bars as specified above.

After the end of the curing period, saw longitudinal construction joints to

provide a groove at the top for sealant conforming to the details and

dimensions indicated.

3.8.3 Transverse Construction Joints

Install transverse construction joints at the end of each day's placing

operations and at any other points within a paving lane when concrete

placement is interrupted for 30 minutes or longer. Install the transverse

construction joint at a planned transverse joint. Provide transverse

construction joints by utilizing headers or by paving through the joint,

then full-depth sawcutting the excess concrete. Construct pavement with the

paver as close to the header as possible, with the paver run out completely

past the header. Provide transverse construction joints at a planned

transverse joint constructed as shown or, if not shown otherwise, dowelled

in accordance with paragraph DOWELS INSTALLED IN HARDENED CONCRETE, or

paragraph FIXED FORM PAVING above.

3.8.4 Expansion Joints

Provide expansion joints where indicated, and about any structures and

features that project through or into the pavement, using joint filler of

the type, thickness, and width indicated, and installed to form a complete,

uniform separation between the structure and the pavement or between two

pavements. Attach the filler to the original concrete placement with

adhesive and mechanical fasteners and extend the full slab depth. After

placement and curing of the adjacent slab, sawcut the sealant reservoir

depth from the filler. Tightly fit adjacent sections of filler together,

with the filler extending across the full width of the paving lane or other

complete distance in order to prevent entrance of concrete into the

expansion space. Finish edges of the concrete at the joint face with an

edger with a radius of 1/8 inch.

3.8.5 Slip Joints

Install slip joints where indicated using the specified materials. Attach

preformed joint filler material to the face of the original concrete

placement with adhesive and mechanical fasteners. Construct a 3/4 inch deep

reservoir for joint sealant at the top of the joint. Finish edges of the

joint face with an edger with a radius of 1/8 inch.

../Word/32%2001%2019.doc

../Word/32%2001%2019.doc




3.8.6 Contraction Joints

Construct transverse and longitudinal contraction joints by sawing an

initial groove in the concrete with a 1/8 inch blade to the indicated depth.

During sawing of joints, and again 24 hours later, the CQC team is required

to inspect all exposed lane edges for development of cracks below the saw

cut, and immediately report results. If there are more than six consecutive

uncracked joints after 48 hours, saw succeeding joints 25 percent deeper

than originally indicated at no additional cost to the Owner. The time of

initial sawing varies depending on existing and anticipated weather

conditions and be such as to prevent uncontrolled cracking of the pavement.

Commence sawing of the joints as soon as the concrete has hardened

sufficiently to permit cutting the concrete without chipping, spalling, or

tearing. The sawed faces of joints will be inspected for undercutting or

washing of the concrete due to the early sawing, and sawing delayed if

undercutting is sufficiently deep to cause structural weakness or excessive

roughness in the joint. Continue the sawing operation as required during

both day and night regardless of weather conditions. Saw the joints at the

required spacing consecutively in the sequence of the concrete placement.

Provide adequate lighting for night work. Illumination using vehicle

headlights is not permitted. Provide a chalk line or other suitable guide

to mark the alignment of the joint. Before sawing a joint, examine the

concrete closely for cracks, and do not saw the joint if a crack has

occurred near the planned joint location. Discontinue sawing if a crack

develops ahead of the saw cut. Immediately after the joint is sawed,

thoroughly flush the saw cut and adjacent concrete surface with water and

vacuumed until all waste from sawing is removed from the joint and adjacent

concrete surface. Take necessary precautions to insure that the concrete is

properly protected from damage and cured at sawed joints. Tightly seal the

top of the joint opening and the joint groove at exposed edges with cord

backer rod before the concrete in the region of the joint is resprayed with

curing compound, and be maintained until removed immediately before sawing

the joint sealant reservoir. Respray the surface with curing compound as

soon as free water disappears. Seal the exposed saw cuts on the faces of

pilot lanes with bituminous mastic or masking tape. After expiration of the

curing period, widen the upper portion of the groove by sawing with ganged

diamond saw blades to the width and depth indicated for the joint sealer.

Center the reservoir over the initial sawcut.

3.8.7 Thickened Edge Joints

Construct thickened edge joints as indicated on the drawings. Grade the

underlying material in the transition area as shown and meet the

requirements for smoothness and compaction specified for all other areas of

the underlying material.

3.9 REPAIR, REMOVAL AND REPLACEMENT OF NEWLY CONSTRUCTED SLABS

3.9.1 General Criteria

Repair or remove and replace new pavement slabs as specified at no cost to

the Owner. Removal of partial slabs is not permitted. Prior to any

repairs, submit a Repair Recommendations Plan detailing areas exceeding the

specified limits as well as repair recommendations required to bring these

areas within specified tolerances.




3.9.2 Slabs with Cracks

The Owner may require cores to be taken over cracks to determine depth of

cracking. Such cores are to be drilled with a minimum diameter of 6 inches,

and be backfilled with an approved non-shrink concrete. Perform drilling of

cores and filling of holes at no expense to the Owner. Clean cracks that do

not exceed 2 inches in depth; then pressure injected full depth with epoxy

resin, Type IV, Grade 1. Remove and replace slabs containing cracks deeper

than 2 inches.

3.9.3 Removal and Replacement of Full Slabs

Remove and replace slabs containing more than 15.0 percent of any

longitudinal or transverse joint edge spalled. Where it is necessary to

remove full slabs, remove in accordance with paragraph REMOVAL OF EXISTING

PAVEMENT SLAB below. Remove and replace full depth, by full width of the

slab, and the limit of removal normal to the paving lane and extend to each

original joint. Compact and shape the underlying material as specified in

the appropriate section of these specifications, and clean the surfaces of

all four joint faces of all loose material and contaminants and coated with

a double application of membrane forming curing compound as bond breaker.

Install dowels of the size and spacing as specified for other joints in

similar pavement by epoxy grouting them into holes drilled into the existing

concrete using procedures as specified in paragraph PLACING DOWELS AND TIE

BARS, above. Provide dowels for all four edges of the new slab. Cut off

original damaged dowels or tie bars flush with the joint face. Lightly oil

or grease protruding portions of new dowels. Place concrete as specified

for original construction. Take care to prevent any curing compound from

contacting dowels or tie bars. Prepare and seal the resulting joints around

the new slab as specified for original construction.

3.9.4 Repairing Spalls Along Joints

Repair spalls along joints to be sealed to a depth to restore the full

joint-face support prior to placing adjacent pavement. Where directed,

repair spalls along joints of new slabs, along edges of adjacent existing

concrete, and along parallel cracks by first making a vertical saw cut at

least 3 inches outside the spalled area and to a depth of at least 2 inches.

Provide saw cuts consisting of straight lines forming rectangular areas

without sawing beyond the intersecting saw cut. Chip out the concrete

between the saw cut and the joint, or crack, to remove all unsound concrete

and into at least 1/2 inch of visually sound concrete. Thoroughly clean the

cavity thus formed with high pressure water jets supplemented with oil-free

compressed air to remove all loose material. Immediately before filling the

cavity, apply a prime coat to the dry cleaned surface of all sides and

bottom of the cavity, except any joint face. Apply the prime coat in a thin

coating and scrubbed into the surface with a stiff-bristle brush. Provide

prime coat for portland cement repairs consisting of a neat cement grout and

for epoxy resin repairs consisting of epoxy resin, Type III, Grade 1. Fill

the prepared cavity with material identified in the following table based on

the cavity volume.

Spall Repairs

Volume of Prepared Cavity After

Removal Operations

Material




Spall Repairs

less than 0.03 cubic foot epoxy resin mortar or epoxy resin or

latex modified mortar

0.03 cubic foot and 1/3 cubic foot Portland cement mortar

more than 1/3 cubic foot Portland cement concrete or latex

modified mortar

Provide portland cement concretes and mortars that consist of very low slump

mixtures, 1/2 inch slump or less, proportioned, mixed, placed, consolidated

by tamping, and cured, all as directed. Provide epoxy resin mortars made

with Type III, Grade 1, epoxy resin, using proportions and mixing and

placing procedures as recommended by the manufacturer and approved.

Proprietary patching materials may be used, subject to Owner approval.

Place the epoxy resin materials in the cavity in layers with a maximum

thickness of 2 inches. Provide adequate time between placement of

additional layers such that the temperature of the epoxy resin material does

not exceed 140 degrees F at any time during hardening. Provide mechanical

vibrators and hand tampers to consolidate the concrete or mortar. Remove

any repair material on the surrounding surfaces of the existing concrete

before it hardens. Where the spalled area abuts a joint, provide an insert

or other bond-breaking medium to prevent bond at the joint face. Saw a

reservoir for the joint sealant to the dimensions required for other joints.

Thoroughly clean the reservoir and then sealed with the sealer specified for

the joints. In lieu of sawing, spalls not adjacent to joints and popouts,

both less than 6 inches in maximum dimension, may be prepared by drilling a

core 2 inches in diameter greater than the size of the defect, centered over

the defect, and 2 inches deep or 1/2 inch into sound concrete, whichever is

greater. Repair the core hole as specified above for other spalls.

3.9.5 Repair of Weak Surfaces

Weak surfaces are defined as mortar-rich, rain-damaged, uncured, or

containing exposed voids or deleterious materials. Diamond grind slabs

containing weak surfaces less than 1/4 inch thick to remove the weak

surface. Diamond grind in accordance with paragraph DIAMOND GRINDING OF PCC

SURFACES in PART 1. All diamond ground areas are required to meet the

thickness, smoothness and grade criteria specified in PART 1 GENERAL.

Remove and replace slabs containing weak surfaces greater than 1/4 inch

thick.

3.9.6 Repair of Pilot Lane Vertical Faces

Repair excessive edge slump and joint face deformation in accordance with

paragraph EDGE SLUMP AND JOINT FACE DEFORMATION in PART 1. Repair

inadequate consolidation (honeycombing or air voids) by saw cutting the face

full depth along the entire lane length with a diamond blade. Obtain cores,

as directed, to determine the depth of removal.

3.10 EXISTING CONCRETE PAVEMENT REMOVAL AND REPAIR

Remove existing concrete pavement at locations indicated on the drawings.

Prior to commencing pavement removal operations, inventory the pavement




distresses (cracks, spalls, and corner breaks) along the pavement edge to

remain. After pavement removal, survey the remaining edge again to quantify

any damage caused by removal operations. Perform both surveys in the

presence of the Owner. Perform repairs as indicated and as specified

herein. Carefully control all operations to prevent damage to the concrete

pavement and to the underlying material to remain in place. Perform all saw

cuts perpendicular to the slab surface, forming rectangular areas. Perform

all existing concrete pavement repairs prior to paving adjacent lanes.

3.10.1 Removal of Existing Pavement Slab

When existing concrete pavement is to be removed and adjacent concrete is to

be left in place, perform the first full depth saw cut on the joint between

the removal area and adjoining pavement to stay in place with a standard

diamond-type concrete saw. Next, perform a full depth saw cut parallel to

the joint that is at least 24 inches from the joint and at least 6 inches

from the end of any dowels with a diamond saw as specified in paragraph

SAWING EQUIPMENT. Remove all pavement beyond this last saw cut in

accordance with the approved demolition work plan. Remove all pavement

between this last saw cut and the joint line 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 method, this strip of concrete may be

carefully broken up and removed using hand-held jackhammers, 30 lb or less,

or other approved light-duty equipment which does not cause stress to

propagate across the joint saw cut and cause distress in the pavement which

is to remain in place. In lieu of the above specified removal method, the

slab may be sawcut full depth to divide it into several pieces and each

piece lifted out and removed. Use suitable equipment to provide a truly

vertical lift, and safe lifting devices used for attachment to the slab.

3.10.2 Edge Repair

Protect the edge of existing concrete pavement against which new pavement

abuts from damage at all times. Remove and replace slabs which are damaged

during construction as directed at no cost to the Owner. Repair of

previously existing damage areas is considered a subsidiary part of concrete

pavement construction. Saw off all exposed keys and keyways full depth.

3.10.2.1 Spall Repair

Not more than 15.0 percent of each slab's edge is allowed to be spalled.

Provide a full depth saw cut on the exposed face to remove the spalled face

of damaged slabs with spalls exceeding this quantity, regardless of spall

size. Provide repair materials and procedures as previously specified in

paragraph REPAIRING SPALLS ALONG JOINTS.

3.10.2.2 Underbreak and Underlying Material

Repair all underbreak by removal and replacement of the damaged slabs in

accordance with paragraph REMOVAL AND REPLACEMENT OF FULL SLABS above.

Protect the underlying material adjacent to the edge of and under the

existing pavement which is to remain in place from damage or disturbance

during removal operations and until placement of new concrete, and be shaped

as shown on the drawings or as directed. Maintain sufficient underlying

material in place outside the joint line to completely prevent disturbance

of material under the pavement which is to remain in place. Remove and




replace any slab with underlying material that is disturbed or loses its

compaction.

3.11 PAVEMENT PROTECTION

Protect the pavement against all damage prior to final acceptance of the

work by the Owner. Placement of aggregates, rubble, or other similar

construction materials on airfield pavements is not allowed. Exclude

traffic from the new pavement by erecting and maintaining barricades and

signs until the concrete is at least 14 days old, or for a longer period if

so directed. As a construction expedient in paving intermediate lanes

between newly paved pilot lanes, operation of the hauling and paving

equipment is permitted on the new pavement after the pavement has been cured

for 7 days and the joints have been sealed or otherwise protected, the

concrete has attained a minimum field cured flexural strength of 550 psi and

approved means are provided to prevent damage to the slab edge.

Continuously maintain all new and existing pavement carrying construction

traffic or equipment completely clean, and spillage of concrete or other

materials cleaned up immediately upon occurrence. Take special care in

areas where traffic uses or crosses active airfield pavement. Power broom

other existing pavements at least daily when traffic operates. For fill-in

lanes, provide equipment that does not damage or spall the edges or joints

of the previously constructed pavement.

3.12 TESTING AND INSPECTION FOR CONTRACTOR QUALITY CONTROL DURING

CONSTRUCTION

3.12.1 Testing and Inspection by Contractor

During construction, perform sampling and testing of aggregates,

cementitious materials (cement, slag cement, and pozzolan), and concrete to

determine compliance with the specifications. Provide facilities and labor

as may be necessary for procurement of representative test samples. Furnish

sampling platforms and belt templates to obtain representative samples of

aggregates from charging belts at the concrete plant. Obtain samples of

concrete at the point of delivery to the paver. Testing by the Owner in no

way relieves the specified testing requirements. Perform the inspection and

tests described below, and based upon the results of these inspections and

tests, take the action required and submit reports as required. Perform

this testing regardless of any other testing performed by the Owner, either

for pay adjustment purposes or for any other reason.

3.12.2 Testing and Inspection Requirements

Perform CQC sampling, testing, inspection and reporting in accordance with

the following Table.

TABLE 6

TESTING AND INSPECTION REQUIREMENTS

Frequency Test Method Control Limit Corrective Action

Fine Aggregate Gradation and Fineness Modulus

2 per lot ASTM C136/C136M

sample at belt

9 of 10 tests must vary

less than 0.15 from

average

Retest, resolve, retest




Outside limits on any

sieve

Retest

2nd gradation failure Stop, resolve, retest

1 per 10

gradations

ASTM C117 Outside limits on any

sieve

Retest

2nd gradation failure Stop, repair, retest

Coarse Aggregate Gradation (each aggregate size)


sample at belt

Outside limits on any

sieve

Retest

2nd gradation failure report to COR, correct

2 consecutive averages

of 5 tests outside

limits

report to COR, stop ops,

repair, retest

1 per 10

gradations

ASTM C117 Outside limits on any

sieve

Retest

2nd gradation failure report to COR, correct


of 5 tests outside

limits

report to COR, stop ops,

repair, reverify all

operations

Workability Factor and Coarseness Factor Computation

Same as

C.A. and

F.A.

see paragraph

AGGREGATES

Use individual C.A. and

F.A. gradations.

Combine using batch

ticket percentages.

Tolerances: plus or

minus 3 points on WF;

plus or minus 5 points

on CF from approved

adjusted mix design

values; only the portion

of the tolerance box

within the parallelogram

is available for use

Check batching

tolerances, recalibrate

scales


of 5 tests outside

limits

Stop production paving,

report to COR, and

revise materials and

operations to be in

compliance prior to

restarting production

paving

Aggregate Deleterious, Quality, and ASR Tests




First test

no later

than time

of

uniformity

testing and

then every

30 days of

concrete

production

see paragraph

AGGREGATES

Stop production, retest,

replace aggregate.

Increase testing

interval to 90 days if

previous 2 tests pass

Plant - Scales, Weighing Accuracy

Monthly NRMCA QC 3 Stop plant ops, repair,

recalibrate

Plant - Batching and Recording Accuracy

Weekly Record/Report Record

required/recorded/actual

batch mass

Stop plant ops, repair,

recalibrate

Plant - Batch Plant Control

Every lot Record/Report Record type and amount

of each material per lot

Plant - Mixer Uniformity - Stationary Mixers

Every 4

months

during

paving

COE CRD-C 55 After initial approval,

use abbreviated method

Increase mixing time,

change batching

sequence, reduce batch

size to bring into

compliance. Retest

Plant - Mixer Uniformity - Truck Mixers

Every 4

months

during

paving

ASTM C94/C94M Random selection of

truck.

Increase mixing time,

change batching

sequence, reduce batch

size to bring into

compliance. Retest

Concrete Mixture - Air Content

When test

specimens

prepared

plus 2

random

ASTM C231/C231M

sample at point

of discharge

within the

paving lane

Individual test control

chart: Warning plus or

minus 1.0

Adjust AEA, retest


chart: Action plus or

minus 1.5

Halt operations, repair,

retest

Range between 2

consecutive tests:

Warning plus 2.0

Recalibrate AEA

dispenser

Range between 2

consecutive tests:

Action plus 3.0

Halt operations, repair,

retest

Concrete Mixture - Unit Weight and Yield




Same as Air

Content

ASTM C138/C138M

sample at point

of discharge

within the

paving lane

Individual test basis:

Warning Yield minus 0 or

plus 1 percent

Check batching

tolerances

Individual test basis:

Action Yield minus 0 or

plus 5 percent

Halt operations

Concrete Mixture - Slump

When test

specimens

prepared

plus 4

random

ASTM C143/C143M

sample at point

of discharge

within the

paving lane


chart: Upper Warning

minus 1/2 inch below max

Adjust batch masses

within max W/C ratio


chart: Upper Action at

maximum allowable slump

Stop operations, adjust,

retest

Range between each

consecutive test: 1-1/2

inches

Stop operations, repair,

retest

Concrete Mixture - Temperature

When test

specimens

prepared

ASTM

C1064/C1064M

sample at point

of discharge

within the

paving lane

See paragraph WEATHER LIMITATIONS

Concrete Mixture - Strength


sample at point

of discharge

within the

paving lane

See paragraph CONCRETE STRENGTH TESTING for CQC

Perform fabrication of strength specimens and

initial cure outside the paving lane and within

1,000 feet of the sampling point.

Paving - Inspection Before Paving

Prior to

each paving

operation

Report Inspect underlying

materials, construction

joint faces, forms,

reinforcing, dowels, and

embedded items

Paving - Inspection During Paving

During

paving

operation

Monitor and control

paving operation,

including placement,

consolidation,

finishing, texturing,

curing, and joint

sawing.

Paving - Vibrators




Weekly

during

paving

COE CRD-C 521 Test frequency (in

concrete), and amplitude

(in air), average

measurement at tip and

head.

Repair or replace

defective vibrators.

Moist Curing

2 per lot,

min 4 per

day

Visual Repair defects, extend

curing by 1 day

Membrane Compound Curing

Daily Visual Calculate coverage based

on quantity/area

Respray areas where

coverage defective.

Recalibrate equipment

Cold Weather Protection

Once per

day

Visual Repair defects, report

conditions to COR

3.12.3 Concrete Strength Testing for CQC

Perform Contractor Quality Control operations for concrete strength

consisting of the following steps:

3.12.4 Reports

Report all results of tests or inspections conducted informally as they are

completed and in writing daily. Prepare a weekly report for the updating of

control charts covering the entire period from the start of the construction

season through the current week. During periods of cold-weather protection,

make daily reports of pertinent temperatures. These requirements do not

relieve the obligation to report certain failures immediately as required in

preceding paragraphs. Confirm such reports of failures and the action taken

in writing in the routine reports. The Owner has the right to examine all

Contractor quality control records.





SECTION 32 16 13

CONCRETE SIDEWALKS AND CURBS AND GUTTERS

PART 1 GENERAL

1.1 MEASUREMENT FOR PAYMENT

1.1.1 Sidewalks

The quantities of sidewalks to be paid for will be the number of square

yards of each depth of sidewalk constructed as indicated.

1.1.2 Curbs and Gutters

The quantities of curbs and gutters to be paid for will be the number of

linearfeet of each cross section constructed as indicated, measured along

the face of the curb at the gutter line.

1.2 BASIS FOR PAYMENT

1.2.1 Sidewalks

Payment of the quantities of sidewalks measured as specified will be at the

Contract unit price per linear foot of the thickness and width specified.


Payment of the quantities of curbs and gutters measured as specified will be

at the Contract unit price per linear foot of each cross section.

1.3 REFERENCES





(AASHTO)


Burlap Cloth Made from Jute or Kenaf and

Cotton Mats


ASTM A1064/A1064M (2017) Standard Specification for Carbon-

Steel Wire and Welded Wire Reinforcement,

Plain and Deformed, for Concrete

ASTM A615/A615M (2016) Standard Specification for Deformed

and Plain Carbon-Steel Bars for Concrete

Reinforcement




ASTM C143/C143M (2015) Standard Test Method for Slump of

Hydraulic-Cement Concrete

ASTM C171 (2016) Standard Specification for Sheet

Materials for Curing Concrete

ASTM C172/C172M (2014a) Standard Practice for Sampling

Freshly Mixed Concrete

ASTM C173/C173M (2016) Standard Test Method for Air Content

of Freshly Mixed Concrete by the Volumetric

Method

ASTM C231/C231M (2017a) Standard Test Method for Air Content

of Freshly Mixed Concrete by the Pressure

Method

ASTM C309 (2011) Standard Specification for Liquid

Membrane-Forming Compounds for Curing

Concrete

ASTM C31/C31M (2017) Standard Practice for Making and

Curing Concrete Test Specimens in the Field

ASTM C920 (2014a) Standard Specification for

Elastomeric Joint Sealants

ASTM D1751 (2004; E 2013; R 2013) Standard Specification

for Preformed Expansion Joint Filler for

Concrete Paving and Structural Construction

(Nonextruding and Resilient Bituminous Types)

ASTM D1752 (2004a; R 2013) Standard Specification for

Preformed Sponge Rubber Cork and Recycled PVC

Expansion

ASTM D5893/D5893M (2016) Standard Specification for Cold

Applied, Single Component, Chemically Curing

Silicone Joint Sealant for Portland Cement

Concrete Pavements

INTERNATIONAL CODE COUNCIL (ICC)

ICC A117.1 COMM (2017) Standard And Commentary Accessible and

Usable Buildings and Facilities



Provide plant, equipment, machines, and tools used in the work subject to

approval and maintained in a satisfactory working condition at all times.

The equipment must have the capability of producing the required product,

meeting grade controls, thickness control and smoothness requirements as

specified. Use of the equipment must be discontinued if it produces

unsatisfactory results. The Contracting Officer must have access at all




times to the plant and equipment to ensure proper operation and compliance

with specifications.

1.4.2 Slip Form Equipment

Slip form paver or curb forming machine, will be approved based on trial use

on the job and must be self-propelled, automatically controlled, crawler

mounted, and capable of spreading, consolidating, and shaping the plastic

concrete to the desired cross section in 1 pass.

1.5 SUBMITTALS




SD-03 Product Data

Concrete

Biodegradable Form Release Agent

SD-06 Test Reports

Field Quality Control


1.6.1 Placing During Cold Weather

Do not place concrete when the air temperature reaches 40 degrees F and is

falling, or is already below that point. Placement may begin when the air

temperature reaches 35 degrees F and is rising, or is already above 40

degrees F. Make provisions to protect the concrete from freezing during the

specified curing period. If necessary to place concrete when the

temperature of the air, aggregates, or water is below 35 degrees F,

placement and protection must be approved in writing. Approval will be

contingent upon full conformance with the following provisions. The

underlying material must be prepared and protected so that it is entirely

free of frost when the concrete is deposited. Mixing water must be heated

as necessary to result in the temperature of the in-place concrete being

between 50 and 85 degrees F. Methods and equipment for heating must be

approved. The aggregates must be free of ice, snow, and frozen lumps before

entering the mixer. Covering and other means must be provided for

maintaining the concrete at a temperature of at least 50 degrees F for not

less than 72 hours after placing, and at a temperature above freezing for

the remainder of the curing period.

1.6.2 Placing During Warm Weather

The temperature of the concrete as placed must not exceed85 degrees F except

where an approved retarder is used. The mixing water and aggregates must be

cooled, if necessary, to maintain a satisfactory placing temperature. The

placing temperature must not exceed95 degrees F at any time.

PART 2 PRODUCTS

../Word/01%2033%2000.doc




2.1 CONCRETE

Provide concrete conforming to the applicable requirements of Section 32 13

14.13 CONCRETE PAVING FOR AIRFIELDS AND OTHER HEAVY DUTY PAVEMENTS except as

otherwise specified. Concrete must have a minimum compressive strength of

3500 psi at 28 days. Size of aggregate must not exceed 1-1/2 inches.

Submit copies of certified delivery tickets for all concrete used in the

construction.

2.1.1 Air Content

Mixtures must have air content by volume of concrete of 5 to 7 percent,

based on measurements made immediately after discharge from the mixer.

2.1.2 Slump

The concrete slump must be 2 inches plus or minus 1 inch where determined in

accordance with ASTM C143/C143M.

2.1.3 Reinforcement Steel

Reinforcement bars must conform to ASTM A615/A615M. Wire mesh reinforcement

must conform to ASTM A1064/A1064M.

2.2 CONCRETE CURING MATERIALS

2.2.1 Impervious Sheet Materials

Impervious sheet materials must conform to ASTM C171, type optional, except

that polyethylene film, if used, must be white opaque.

2.2.2 Burlap

Burlap must conform to AASHTO M 182.

2.2.3 White Pigmented Membrane-Forming Curing Compound

White pigmented membrane-forming curing compound must conform to ASTM C309,

Type 2.

2.3 CONCRETE PROTECTION MATERIALS

Concrete protection materials must be a linseed oil mixture of equal parts,

by volume, of linseed oil and either mineral spirits, naphtha, or

turpentine. At the option of the Contractor, commercially prepared linseed

oil mixtures, formulated specifically for application to concrete to provide

protection against the action of deicing chemicals may be used, except that

emulsified mixtures are not acceptable.

2.4 JOINT FILLER STRIPS

2.4.1 Contraction Joint Filler for Curb and Gutter

Contraction joint filler for curb and gutter must consist of hard-pressed

fiberboard.

../Word/32%2013%2014.13.doc

../Word/32%2013%2014.13.doc




2.4.2 Expansion Joint Filler, Premolded

Expansion joint filler, premolded, must conform to ASTM D1751 or ASTM D1752,

1/2 inch thick, unless otherwise indicated.

2.5 JOINT SEALANTS

Joint sealant, cold-applied must conform to ASTM C920 or ASTM D5893/D5893M.

2.6 FORM WORK

Design and construct form work to ensure that the finished concrete will

conform accurately to the indicated dimensions, lines, and elevations, and

within the tolerances specified. Forms must be of wood or steel, straight,

of sufficient strength to resist springing during depositing and

consolidating concrete. Wood forms must be surfaced plank, 2 inches

nominal thickness, straight and free from warp, twist, loose knots, splits

or other defects. Wood forms must have a nominal length of 10 feet. Radius

bends may be formed with 3/4 inch boards, laminated to the required

thickness. Steel forms must be channel-formed sections with a flat top

surface and with welded braces at each end and at not less than two

intermediate points. Ends of steel forms must be interlocking and self-

aligning. Steel forms must include flexible forms for radius forming,

corner forms, form spreaders, and fillers. Steel forms must have a nominal

length of 10 feet with a minimum of 3 welded stake pockets per form. Stake

pins must be solid steel rods with chamfered heads and pointed tips designed

for use with steel forms.

2.6.1 Sidewalk Forms

Sidewalk forms must be of a height equal to the full depth of the finished

sidewalk.

2.6.2 Curb and Gutter Forms

Curb and gutter outside forms must have a height equal to the full depth of

the curb or gutter. The inside form of curb must have batter as indicated

and must be securely fastened to and supported by the outside form. Rigid

forms must be provided for curb returns, except that benders or thin plank

forms may be used for curb or curb returns with a radius of 10 feet or more,

where grade changes occur in the return, or where the central angle is such

that a rigid form with a central angle of 90 degrees cannot be used. Back

forms for curb returns may be made of 1-1/2 inch benders, for the full height

of the curb, cleated together. In lieu of inside forms for curbs, a curb

"mule" may be used for forming and finishing this surface, provided the

results are approved.

2.7 DETECTABLE WARNING SYSTEM

Detectable Warning Systems shown on the Contract plans are to meet

requirements of ICC A117.1 COMM - Section 705.

PART 3 EXECUTION

3.1 SUBGRADE PREPARATION




The subgrade must be constructed to the specified grade and cross section

prior to concrete placement. Subgrade must be placed and compacted as

directed.

3.1.1 Sidewalk Subgrade

The subgrade must be tested for grade and cross section with a template

extending the full width of the sidewalk and supported between side forms.

3.1.2 Curb and Gutter Subgrade

The subgrade must be tested for grade and cross section by means of a

template extending the full width of the curb and gutter. The subgrade must

be of materials equal in bearing quality to the subgrade under the adjacent

pavement.

3.1.3 Maintenance of Subgrade

The subgrade must be maintained in a smooth, compacted condition in

conformity with the required section and established grade until the

concrete is placed. The subgrade must be in a moist condition when concrete

is placed. The subgrade must be prepared and protected to produce a

subgrade free from frost when the concrete is deposited.

3.2 FORM SETTING

Set forms to the indicated alignment, grade and dimensions. Hold forms

rigidly in place by a minimum of 3 stakes per form placed at intervals not

to exceed 4 feet. Corners, deep sections, and radius bends must have

additional stakes and braces, as required. Clamps, spreaders, and braces

must be used where required to ensure rigidity in the forms. Forms must be

removed without injuring the concrete. Bars or heavy tools must not be used

against the concrete in removing the forms. Concrete found defective after

form removal must be promptly and satisfactorily repaired. Forms must be

cleaned and coated with form oil or biodegradable form release agent each

time before concrete is placed. Wood forms may, instead, be thoroughly

wetted with water before concrete is placed, except that with probable

freezing temperatures, oiling is mandatory.

3.2.1 Sidewalks

Set forms for sidewalks with the upper edge true to line and grade with an

allowable tolerance of 1/8 inch in any 10 foot long section. After forms

are set, grade and alignment must be checked with a 10 foot straightedge.

Forms must have a transverse slope as indicated with the low side adjacent

to the roadway. Side forms must not be removed for 12 hours after finishing

has been completed.


The forms of the front of the curb must be removed not less than 2 hours nor

more than 6 hours after the concrete has been placed. Forms back of curb

must remain in place until the face and top of the curb have been finished,

as specified for concrete finishing. Gutter forms must not be removed while

the concrete is sufficiently plastic to slump in any direction.




3.3 SIDEWALK CONCRETE PLACEMENT AND FINISHING

3.3.1 Formed Sidewalks

Place concrete in the forms in one layer. When consolidated and finished,

the sidewalks must be of the thickness indicated. After concrete has been

placed in the forms, a strike-off guided by side forms must be used to bring

the surface to proper section to be compacted. The concrete must be

consolidated by tamping and spading or with an approved vibrator, and the

surface must be finished to grade with a strike off.

3.3.2 Concrete Finishing

After straightedging, when most of the water sheen has disappeared, and just

before the concrete hardens, finish the surface with a wood or magnesium

float or darby to a smooth and uniformly fine granular or sandy texture free

of waves, irregularities, or tool marks. A scored surface must be produced

by brooming with a fiber-bristle brush in a direction transverse to that of

the traffic, followed by edging.

3.3.3 Edge and Joint Finishing

All slab edges, including those at formed joints, must be finished with an

edger having a radius of 1/8 inch. Transverse joint must be edged before

brooming, and the brooming must eliminate the flat surface left by the

surface face of the edger. Corners and edges which have crumbled and areas

which lack sufficient mortar for proper finishing must be cleaned and filled

solidly with a properly proportioned mortar mixture and then finished.

3.3.4 Surface and Thickness Tolerances

Finished surfaces must not vary more than 5/16 inch from the testing edge of

a 10-foot straightedge. Permissible deficiency in section thickness will be

up to 1/4 inch.

3.4 CURB AND GUTTER CONCRETE PLACEMENT AND FINISHING

3.4.1 Formed Curb and Gutter

Concrete must be placed to the section required in a single lift.

Consolidation must be achieved by using approved mechanical vibrators.

Curve shaped gutters must be finished with a standard curb "mule".

3.4.2 Curb and Gutter Finishing

Approved slipformed curb and gutter machines may be used in lieu of hand

placement.

3.4.3 Concrete Finishing

Exposed surfaces must be floated and finished with a smooth wood float until

true to grade and section and uniform in texture. Floated surfaces must

then be brushed with a fine-hair brush with longitudinal strokes. The edges

of the gutter and top of the curb must be rounded with an edging tool to a

radius of 1/2 inch. Immediately after removing the front curb form, the

face of the curb must be rubbed with a wood or concrete rubbing block and

water until blemishes, form marks, and tool marks have been removed. The




front curb surface, while still wet, must be brushed in the same manner as

the gutter and curb top. The top surface of gutter and entrance must be

finished to grade with a wood float.

3.4.4 Joint Finishing

Curb edges at formed joints must be finished as indicated.

3.4.5 Surface and Thickness Tolerances

Finished surfaces must not vary more than 1/4 inch from the testing edge of

a 10-foot straightedge. Permissible deficiency in section thickness will be

up to 1/4 inch.

3.5 SIDEWALK JOINTS

Sidewalk joints must be constructed to divide the surface into rectangular

areas. Transverse contraction joints must be spaced at a distance equal to

the sidewalk width or 5 feet on centers, whichever is less, and must be

continuous across the slab. Longitudinal contraction joints must be

constructed along the centerline of all sidewalks 10 feet or more in width.

Transverse expansion joints must be installed at sidewalk returns and

opposite expansion joints in adjoining curbs. Where the sidewalk is not in

contact with the curb, transverse expansion joints must be installed as

indicated. Expansion joints must be formed about structures and features

which project through or into the sidewalk pavement, using joint filler of

the type, thickness, and width indicated. Expansion joints are not required

between sidewalks and curb that abut the sidewalk longitudinally.

3.5.1 Sidewalk Contraction Joints

The contraction joints must be formed in the fresh concrete by cutting a

groove in the top portion of the slab to a depth of at least one-fourth of

the sidewalk slab thickness, using a jointer to cut the groove, or by sawing

a groove in the hardened concrete with a power-driven saw, unless otherwise

approved. Sawed joints must be constructed by sawing a groove in the

concrete with a 1/8 inch blade to the depth indicated. An ample supply of

saw blades must be available on the job before concrete placement is

started, and at least one standby sawing unit in good working order must be

available at the jobsite at all times during the sawing operations.

3.5.2 Sidewalk Expansion Joints

Expansion joints must be formed with 1/2 inch joint filler strips. Joint

filler in expansion joints surrounding structures and features within the

sidewalk may consist of preformed filler material conforming to ASTM D1752

or building paper. Joint filler must be held in place with steel pins or

other devices to prevent warping of the filler during floating and

finishing. Immediately after finishing operations are completed, joint

edges must be rounded with an edging tool having a radius of 1/8 inch, and

concrete over the joint filler must be removed. At the end of the curing

period, expansion joints must be cleaned and filled with cold-applied joint

sealant. Joint sealant must be gray or stone in color. The joint opening

must be thoroughly cleaned before the sealing material is placed. Sealing

material must not be spilled on exposed surfaces of the concrete. Concrete

at the joint must be surface dry and atmospheric and concrete temperatures

must be above 50 degrees F at the time of application of joint sealing




material. Excess material on exposed surfaces of the concrete must be

removed immediately and concrete surfaces cleaned.

3.5.3 Reinforcement Steel Placement

Reinforcement steel must be accurately and securely fastened in place with

suitable supports and ties before the concrete is placed.

3.6 CURB AND GUTTER JOINTS

Curb and gutter joints must be constructed at right angles to the line of

curb and gutter.

3.6.1 Contraction Joints

Contraction joints must be constructed directly opposite contraction joints

in abutting portland cement concrete pavements and spaced so that monolithic

sections between curb returns will not be less than 5 feet nor greater than

15 feet in length.

a. Contraction joints (except for slip forming) must be constructed by

means of 1/8 inch thick separators and of a section conforming to the

cross section of the curb and gutter. Separators must be removed as

soon as practicable after concrete has set sufficiently to preserve the

width and shape of the joint and prior to finishing.

b. When slip forming is used, the contraction joints must be cut in the

top portion of the gutter/curb hardened concrete in a continuous cut

across the curb and gutter, using a power-driven saw. The depth of cut

must be at least one-fourth of the gutter/curb depth and 1/8 inch in

width.

3.6.2 Expansion Joints

Expansion joints must be formed by means of preformed expansion joint filler

material cut and shaped to the cross section of curb and gutter. Expansion

joints must be provided in curb and gutter directly opposite expansion

joints of abutting portland cement concrete pavement, and must be of the

same type and thickness as joints in the pavement. Where curb and gutter do

not abut portland cement concrete pavement, expansion joints at least 1/2

inch in width must be provided at intervals not less than 30 feet nor

greater than 120 feet. Expansion joints must be provided in nonreinforced

concrete gutter at locations indicated. Expansion joints must be sealed

immediately following curing of the concrete or as soon thereafter as

weather conditions permit. Expansion joints and the top 1 inch depth of

curb and gutter contraction-joints must be sealed with joint sealant. The

joint opening must be thoroughly cleaned before the sealing material is

placed. Sealing material must not be spilled on exposed surfaces of the

concrete. Concrete at the joint must be surface dry and atmospheric and

concrete temperatures must be above 50 degrees F at the time of application

of joint sealing material. Excess material on exposed surfaces of the

concrete must be removed immediately and concrete surfaces cleaned.

3.7 CURING AND PROTECTION





Protect concrete against loss of moisture and rapid temperature changes for

at least 7 days from the beginning of the curing operation. Protect

unhardened concrete from rain and flowing water. All equipment needed for

adequate curing and protection of the concrete must be on hand and ready for

use before actual concrete placement begins. Protection must be provided as

necessary to prevent cracking of the pavement due to temperature changes

during the curing period.

3.7.1.1 Mat Method

The entire exposed surface must be covered with 2 or more layers of burlap.

Mats must overlap each other at least 6 inches. The mat must be thoroughly

wetted with water prior to placing on concrete surface and must be kept

continuously in a saturated condition and in intimate contact with concrete

for not less than 7 days.

3.7.1.2 Impervious Sheeting Method

The entire exposed surface must be wetted with a fine spray of water and

then covered with impervious sheeting material. Sheets must be laid

directly on the concrete surface with the light-colored side up and

overlapped 12 inches when a continuous sheet is not used. The curing medium

must not be less than 18-inches wider than the concrete surface to be cured,

and must be securely weighted down by heavy wood planks, or a bank of moist

earth placed along edges and laps in the sheets. Sheets must be

satisfactorily repaired or replaced if torn or otherwise damaged during

curing. The curing medium must remain on the concrete surface to be cured

for not less than 7 days.

3.7.1.3 Membrane Curing Method

A uniform coating of white-pigmented membrane-curing compound must be

applied to the entire exposed surface of the concrete as soon after

finishing as the free water has disappeared from the finished surface.

Formed surfaces must be coated immediately after the forms are removed and

in no case longer than 1 hour after the removal of forms. Concrete must not

be allowed to dry before the application of the membrane. If drying has

occurred, the surface of the concrete must be moistened with a fine spray of

water and the curing compound applied as soon as the free water disappears.

Curing compound must be applied in two coats by hand-operated pressure

sprayers at a coverage of approximately 200 square feet/gallon for the total

of both coats. The second coat must be applied in a direction approximately

at right angles to the direction of application of the first coat. The

compound must form a uniform, continuous, coherent film that will not check,

crack, or peel and must be free from pinholes or other imperfections. If

pinholes, abrasion, or other discontinuities exist, an additional coat must

be applied to the affected areas within 30 minutes. Concrete surfaces that

are subjected to heavy rainfall within 3 hours after the curing compound has

been applied must be resprayed by the method and at the coverage specified

above. Areas where the curing compound is damaged by subsequent

construction operations within the curing period must be resprayed.

Necessary precautions must be taken to ensure that the concrete is properly

cured at sawed joints, and that no curing compound enters the joints. The

top of the joint opening and the joint groove at exposed edges must be

tightly sealed before the concrete in the region of the joint is resprayed

with curing compound. The method used for sealing the joint groove must

prevent loss of moisture from the joint during the entire specified curing




period. Approved standby facilities for curing concrete pavement must be

provided at a location accessible to the jobsite for use in the event of

mechanical failure of the spraying equipment or other conditions that might

prevent correct application of the membrane-curing compound at the proper

time. Concrete surfaces to which membrane-curing compounds have been

applied must be adequately protected during the entire curing period from

pedestrian and vehicular traffic, except as required for joint-sawing

operations and surface tests, and from other possible damage to the

continuity of the membrane.

3.7.2 Backfilling

After curing, debris must be removed and the area adjoining the concrete

must be backfilled, graded, and compacted to conform to the surrounding area

in accordance with lines and grades indicated.

3.7.3 Protection

Completed concrete must be protected from damage until accepted. Repair

damaged concrete and clean concrete discolored during construction.

Concrete that is damaged must be removed and reconstructed for the entire

length between regularly scheduled joints. Refinishing the damaged portion

will not be acceptable. Removed damaged portions must be disposed of as

directed.

3.7.4 Protective Coating

Protective coating, of linseed oil mixture, must be applied to the exposed-

to-view concrete surface after the curing period, if concrete will be

exposed to de-icing chemicals within 6 weeks after placement. Concrete to

receive a protective coating must be moist cured.

3.7.4.1 Application

Curing and backfilling operation must be completed prior to applying two

coats of protective coating. Concrete must be surface dry and clean before

each application. Coverage must be by spray application at not more than 50

square yards/gallon for first application and not more than 70 square

yards/gallon for second application, except that the number of applications

and coverage for each application for commercially prepared mixture must be

in accordance with the manufacturer's instructions. Coated surfaces must be

protected from vehicular and pedestrian traffic until dry.

3.7.4.2 Precautions

Protective coating must not be heated by direct application of flame or

electrical heaters and must be protected from exposure to open flame,

sparks, and fire adjacent to open containers or applicators. Material must

not be applied at ambient or material temperatures lower than 50 degrees F.


Submit copies of all test reports within 24 hours of completion of the test.





Perform the inspection and tests described and meet the specified

requirements for inspection details and frequency of testing. Based upon

the results of these inspections and tests, take the action and submit

reports as required below, and additional tests to ensure that the

requirements of these specifications are met.

3.8.2 Concrete Testing

3.8.2.1 Strength Testing

Provide molded concrete specimens for strength tests. Samples of concrete

placed each day must be taken not less than once a day nor less than once

for every 250 cubic yards of concrete. The samples for strength tests must

be taken in accordance with ASTM C172/C172M. Cylinders for acceptance must

be molded in conformance with ASTM C31/C31M by an approved testing

laboratory. Each strength test result must be the average of 2 test

cylinders from the same concrete sample tested at 28 days, unless otherwise

specified or approved. Concrete specified on the basis of compressive

strength will be considered satisfactory if the averages of all sets of

three consecutive strength test results equal or exceed the specified

strength, and no individual strength test result falls below the specified

strength by more than 500 psi.

3.8.2.2 Air Content

Determine air content in accordance with ASTM C173/C173M or ASTM C231/C231M.

ASTM C231/C231M must be used with concretes and mortars made with relatively

dense natural aggregates. Two tests for air content must be made on

randomly selected batches of each class of concrete placed during each

shift. Additional tests must be made when excessive variation in concrete

workability is reported by the placing foreman or the Owner's

Representative. If results are out of tolerance, the placing foreman must

be notified and he must take appropriate action to have the air content

corrected at the plant. Additional tests for air content will be performed

on each truckload of material until such time as the air content is within

the tolerance specified.

3.8.2.3 Slump Test

Two slump tests must be made on randomly selected batches of each class of

concrete for every 250 cubic yards, or fraction thereof, of concrete placed

during each shift. Additional tests must be performed when excessive

variation in the workability of the concrete is noted or when excessive

crumbling or slumping is noted along the edges of slip-formed concrete.

3.8.3 Thickness Evaluation

The anticipated thickness of the concrete must be determined prior to

placement by passing a template through the formed section or by measuring

the depth of opening of the extrusion template of the curb forming machine.

If a slip form paver is used for sidewalk placement, the subgrade must be

true to grade prior to concrete placement and the thickness will be

determined by measuring each edge of the completed slab.

3.8.4 Surface Evaluation




The finished surface of each category of the completed work must be uniform

in color and free of blemishes and form or tool marks.

3.9 SURFACE DEFICIENCIES AND CORRECTIONS

3.9.1 Thickness Deficiency

When measurements indicate that the completed concrete section is deficient

in thickness by more than 1/4 inch the deficient section will be removed,

between regularly scheduled joints, and replaced.

3.9.2 High Areas

In areas not meeting surface smoothness and plan grade requirements, high

areas must be reduced either by rubbing the freshly finished concrete with

carborundum brick and water when the concrete is less than 36 hours old or

by grinding the hardened concrete with an approved surface grinding machine

after the concrete is 36 hours old or more. The area corrected by grinding

the surface of the hardened concrete must not exceed 5 percent of the area

of any integral slab, and the depth of grinding must not exceed 1/4 inch.

Pavement areas requiring grade or surface smoothness corrections in excess

of the limits specified above must be removed and replaced.

3.9.3 Appearance

Exposed surfaces of the finished work will be inspected by the Contracting

Officer and deficiencies in appearance will be identified. Areas which

exhibit excessive cracking, discoloration, form marks, or tool marks or

which are otherwise inconsistent with the overall appearances of the work

must be removed and replaced.





SECTION 32 17 23

PAVEMENT MARKINGS

PART 1 GENERAL

1.1 UNIT PRICES

1.1.1 Payment

The quantities of surface preparation, pavement striping or markings, raised

pavement markers, and removal of pavement markings determined as specified

in paragraph Measurement, will be paid for at the contract unit price. The

payment constitutes full compensation for furnishing all labor, materials,

tools, equipment, appliances, and doing all work involved in preparing and

marking the pavements as shown on the drawings. Remove and replace any

striping or markings which required reflective media, but are placed without

it, do not meet the stated minimum retro-reflective requirements, or with

other defects, at no cost to the Owner. Remove and replace striping or

markings which do not conform to the required physical characteristics,

alignment or location required at no cost to the Owner.

1.2 REFERENCES


extent referenced. The publications are referred to in the text by the



(AASHTO)

AASHTO M 247 (2013) Standard Specification for Glass Beads

Used in Pavement Markings


ASTM D4061 (2013) Standard Test Method for

Retroreflectance of Horizontal Coatings

ASTM D6628 (2003; R 2015) Standard Specification for

Color of Pavement Marking Materials

ASTM E1710 (2011) Standard Test Method for Measurement

of Retroreflective Pavement Marking Materials

with CEN-Prescribed Geometry Using a Portable

Retroreflectometer

ASTM E2177 (2011) Standard Test Method for Measuring the

Coefficient of Retroreflected Luminance (RL)

of Pavement Markings in a Standard Condition

of Wetness

ASTM E2302 (2003; R 2016) Standard Test Method for

Measurement of the Luminance Coefficient

Under Diffuse Illumination of Pavement




Marking Materials Using a Portable

Reflectometer

INTERNATIONAL CONCRETE REPAIR INSTITUTE (ICRI)

ICRI 03732 (1997) Selecting and Specifying Concrete

Surface Preparation for Sealers, Coatings,

and Polymer Overlays

MASTER PAINTERS INSTITUTE (MPI)

MPI 97 (2015) Traffic Marking Paint, Latex

U.S. FEDERAL HIGHWAY ADMINISTRATION (FHWA)

MUTCD (2009) Manual on Uniform Traffic Control

Devices

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

FED-STD-595 (Rev C; Notice 1) Colors Used in Government

Procurement

FS TT-B-1325 (Rev D; Notice 1; Notice 2 2017) Beads (Glass

Spheres) Retro-Reflective (Metric)

1.3 SUBMITTALS


not having a "G" designation are for information only or as otherwise

designated. When used, a designation following the "G" designation

identifies the office that will review the submittal for the Owner. Submit

the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-03 Product Data

Surface Preparation Equipment List; G

Application Equipment List; G

Exterior Surface Preparation

Safety Data Sheets; G

Reflective media for airfields; G

Reflective media for roads; G

Waterborne Paint; G

Solventborne Paint; G

Thermoplastic compound; G

Raised Pavement Markers Primers and Adhesives; G

SD-06 Test Reports

../Word/01%2033%2000.doc




Reflective Media for Airfields; G

Reflective Media for Roads; G

Waterborne Paint; G


High Build Acrylic Coating (HBAC); G

Thermoplastic Compound; G

Raised Pavement Markers Primers and Adhesives; G

Test Reports

SD-07 Certificates

Qualifications; G

Reflective Media for Airfields

Reflective Media for Roads

Waterborne Paint

Solventborne Paint

Volatile Organic Compound, (VOC); G

Thermoplastic Compound

SD-08 Manufacturer's Instructions

Waterborne Paint; G


Thermoplastic Compound; G


1.4.1 Regulatory Requirements

Submit certificate stating that the proposed pavement marking paint meets

the Volatile Organic Compound, (VOC) regulations of the local Air Pollution

Control District having jurisdiction over the geographical area in which the

project is located. Submit Safety Data Sheets for each product.

1.4.2 Qualifications

Submit documentation certifying that pertinent personnel are qualified for

equipment operation and handling of applicable chemicals. The documentation

should include experience on five projects of similar size and scope with

references for all personnel.




1.4.3 Qualifications For Airfield Marking Personnel

Submit documentation of qualifications in resume format a minimum of 14 days

before pavement marking work is to be performed showing personnel who will

be performing the work have experience working on airfields, operating

mobile self-powered marking, cleaning, and paint removal equipment and

performing these tasks. Include with resume a list of references complete

with points of contact and telephone numbers. Provide certification for

pavement marking machine operator and Foreman demonstrating experience

successfully completing a minimum of two airfield pavement marking projects

of similar size and scope. Provide documentation demonstrating personnel

have a minimum of two years of experience operating similar equipment and

performing the same or similar work in similar environments, similar in size

and scope of the planned project. The Owner's Representative reserves the

right to require additional proof of competency or to reject proposed

personnel.

1.5 DELIVERY AND STORAGE

Deliver paint materials, thermoplastic compound materials, and reflective

media in original sealed containers that plainly show the designated name,

specification number, batch number, color, date of manufacture,

manufacturer's directions, and name of manufacturer.

Provide storage facilities at the job site, only in areas approved by the

Owner's Representative, for maintaining materials at temperatures

recommended by the manufacturer. Make available paint stored at the project

site or segregated at the source for sampling not less than 30 days prior to

date of required approval for use to allow sufficient time for testing.

Notify the Owner's Representative when paint is available for sampling.

1.6 PROJECT/SITE CONDITIONS

1.6.1 Environmental Requirements

1.6.1.1 Weather Limitations for Application

Apply pavement markings to clean, dry surfaces, and unless otherwise

approved, only when the air and pavement surface temperature is at least 5

degrees F above the dew point and the air and pavement temperatures are

within the limits recommended by the pavement marking manufacturer. Allow

pavement surfaces to dry after water has been used for cleaning or rainfall

has occurred prior to striping or marking. Test the pavement surface for

moisture before beginning work each day and after cleaning. Do not commence

marking until the pavement is sufficiently dry and the pavement condition

has been approved by the Owner's Representative. Employ the "plastic wrap

method" to test the pavement for moisture as specified in paragraph TESTING

FOR MOISTURE.

1.6.1.2 Weather Limitations for Removal of Pavement Markings on Roads and

Parking Areas

Pavement surface must be free of snow, ice, or slush; with a surface

temperature of at least 40 degrees F and rising at the beginning of

operations, except those involving shot or sand blasting or grinding. Cease

operation during thunderstorms, or during rainfall, except for waterblasting




and removal of previously applied chemicals. Cease waterblasting where

surface water accumulation alters the effectiveness of material removal.

1.6.2 Traffic Controls

Place warning signs conforming to MUTCD near the beginning of the worksite

and well ahead of the worksite for alerting approaching traffic from both

directions. Place small markers along newly painted lines or freshly placed

raised markers to control traffic and prevent damage to newly painted

surfaces or displacement of raised pavement markers. Mark painting

equipment with large warning signs indicating slow-moving painting equipment

in operation.

When traffic must be rerouted or controlled to accomplish the work, provide

necessary warning signs, flag persons, and related equipment for the safe

passage of vehicles.

1.6.3 Lighting

When night operations are necessary, provide all necessary lighting and

equipment. The Owner reserves the right to accept or reject night work on

the day following night activities by the Contractor.

PART 2 PRODUCTS

2.1 EQUIPMENT

2.1.1 Surface Preparation Equipment for Roads and Parking Areas

Submit a surface preparation equipment list by serial number, type, model,

and manufacturer. Include descriptive data indicating area of coverage per

pass, pressure adjustment range, tank and flow capacities, and safety

precautions required for the equipment operation. Mobile equipment must

allow for removal of markings without damaging the pavement surface or joint

sealant. Maintain machines, tools, and equipment used in the performance of

the work in satisfactory operating condition.

2.1.1.1 Waterblasting Equipment

Use mobile waterblasting equipment capable of producing a pressurized stream

of water that effectively removes paint from the pavement surface without

significantly damaging the pavement. Provide equipment, tools, and

machinery which are safe and in good working order at all times.

2.1.1.2 Grinding or Scarifying Equipment

Use equipment capable of removing surface contaminates, paint build-up, or

extraneous markings from the pavement surface without leaving any residue.

Clean the surface by hydro blast to remove surface contaminates and ash

after a weed torch is used to remove paint.

2.1.1.3 Chemical Removal Equipment

Use chemical equipment capable of applying and removing chemicals and paint

from the pavement surface, leaving only non-toxic biodegradable residue

without scarring or other damage to the pavement or joints and joint seals.




2.1.2 Application Equipment

Submit application equipment list appropriate for the material(s) to be

used. Include manufacturer's descriptive data and certification for the

planned use that indicates area of coverage per pass, pressure adjustment

range, tank and flow capacities, and all safety precautions required for

operating and maintaining the equipment. Provide and maintain machines,

tools, and equipment used in the performance of the work in satisfactory

operating condition, or remove them from the work site. Provide mobile and

maneuverable application equipment to the extent that straight lines can be

followed and normal curves can be made in a true arc.

2.1.2.1 Paint Application Equipment

2.1.2.1.1 Hand-Operated, Push-Type Machines

Provide hand-operated push-type applicator machine of a type commonly used

for application of water based paint or two-component, chemically curing

paint, thermoplastic, or preformed tape, to pavement surfaces for small

marking projects, such as legends and cross-walks, parking areas, or surface

painted signs. Provide applicator machine equipped with the necessary tanks

and spraying nozzles capable of applying paint uniformly at coverage

specified. Hand operated spray guns may be used in areas where push-type

machines cannot be used.

2.1.2.1.2 Self-Propelled or Mobile-Drawn Spraying Machines

Provide self-propelled or mobile-drawn spraying machine with suitable

arrangements of atomizing nozzles and controls to obtain the specified

results. Provide machine having a speed during application capable of

applying the stripe widths indicated at the paint coverage rate specified

herein and of even uniform thickness with clear-cut edges.

2.1.2.1.2.1 Road Marking

Provide equipment used for marking roads capable of placing the prescribed

number of lines at a single pass as solid lines, intermittent lines, or a

combination of solid and intermittent lines using a maximum of three

different colors of paint as specified.

2.1.2.2 Reflective Media Dispenser

Attach the dispenser for applying the reflective media to the paint

dispenser and designed to operate automatically and simultaneously with the

applicator through the same control mechanism. The bead applicator must be

capable of adjustment and designed to provide uniform flow of reflective

media over the full length and width of the stripe at the rate of coverage

specified in paragraph APPLICATION.

2.1.2.3 Preformed Tape Application Equipment

Provide and use mechanical application equipment for the placement of

preformed marking tape which is a mobile pavement marking machine

specifically designed for use in applying pressure-sensitive pavement

marking tape of varying widths. Equip the applicator with rollers, or other




suitable compaction device to provide initial adhesion of the material with

the pavement surface. Use additional tools and devices as needed to

properly seat the applied material as recommended by the manufacturer.

2.2 MATERIALS

Use reflectorized waterborne or methacrylate paint for airfield markings.

Use reflectorized waterborne paint for roads.Use non-reflectorized

waterborne paint for parking areas. The maximum allowable VOC content of

pavement markings is 150 grams per liter. Color of markings are indicated

on the drawings and must conform to ASTM D6628 for roads and parking areas

and FED-STD-595 for airfields. Provide materials conforming to the

requirements specified herein.

2.2.1 Waterborne Paint

MPI 97.

2.2.2 Reflective Media

2.2.2.1 Reflective Media for Airfields

FS TT-B-1325, Type I, Gradation A.

2.2.2.2 Reflective Media for Roads

AASHTO M 247, Type 1.

PART 3 EXECUTION

3.1 EXAMINATION

3.1.1 Testing for Moisture

Test the pavement surface for moisture before beginning pavement marking

after each period of rainfall, fog, high humidity, or cleaning, or when the

ambient temperature has fallen below the dew point. Do not commence marking

until the pavement is sufficiently dry and the pavement condition has been

approved by the Owner's Representative or authorized representative.

Employ the "plastic wrap method" to test the pavement for moisture as

follows: Cover the pavement with a 12 inch by 12 inch section of clear

plastic wrap and seal the edges with tape. After 15 minutes, examine the

plastic wrap for any visible moisture accumulation inside the plastic. Do

not begin marking operations until the test can be performed with no visible

moisture accumulation inside the plastic wrap. Re-test surfaces when work

has been stopped due to rain.

3.1.2 Surface Preparation Demonstration

Prior to surface preparation, demonstrate the proposed procedures and

equipment. Prepare areas large enough to determine cleanliness and rate of

cleaning. Approved demonstration area establishes the standard for the

remainder of the work.

3.1.3 Test Stripe Demonstration




Prior to paint application, demonstrate test stripe application within the

work area using the proposed materials and equipment. Apply separate test

stripes in each of the line widths and configurations required herein using

the proposed equipment. Make the test stripes long enough to determine the

proper speed and operating pressures for the vehicle(s) and machinery, but

not less than 50 feet long.

3.1.4 Application Rate Demonstration

During the Test Stripe Demonstration, demonstrate compliance with the

application rates specified herein. Document the equipment speed and

operating pressures required to meet the specified rates in each

configuration of the equipment and provide a copy of the documentation to

the Owner's Representative prior to proceeding with the work.

3.1.5 Retroreflective Value Demonstration

After the test stripes have cured to a "no-track" condition, demonstrate

compliance with the average retroreflective values specified herein. Take a

minimum of ten readings on each test stripe with a Retroreflectometer with a

direct readout in millicandelas per square meter per lux (mcd/m2/lx).

Conform testing per ASTM D4061, ASTM E1710, ASTM E2177, and ASTM E2302.

3.1.6 Level of Performance Demonstration

The Owner's Representative will be present at the application demonstrations

to observe the results obtained and to validate the operating parameters of

the vehicle(s) and equipment. If accepted by the Owner's Representative,

the test stripe is the measure of performance required for this project. Do

not proceed with the work until the demonstration results are satisfactory

to the Owner's Representative.

3.2 EXTERIOR SURFACE PREPARATION

Allow new pavement surfaces to cure for a period of not less than 30 days

before application of marking materials. Thoroughly clean surfaces to be

marked before application of the paint. Remove dust, dirt, and other

granular surface deposits by sweeping, blowing with compressed air, rinsing

with water, or a combination of these methods as required. Remove residual

curing compounds, and other coatings adhering to the pavement by water

blasting.

a. For Portland Cement Concrete pavement, grinding, light shot blasting,

or light scarification, to a resulting profile equal to ICRI 03732 CSP

2, CSP 3, and CSP 4, respectively, can be used in addition to water

blasting on most pavements, to either remove existing coatings, or for

surface preparation.

b. Do not use shot blasting on airfield pavements due to the potential of

Foreign Object Damage (FOD) to aircraft. Scrub affected areas, where

oil or grease is present on old pavements to be marked, with several

applications of trisodium phosphate solution or other approved

detergent or degreaser and rinse thoroughly after each application.

After cleaning oil-soaked areas, seal with shellac or primer

recommended by the manufacturer to prevent bleeding through the new

paint. Do not commence painting in any area until pavement surfaces are

dry and clean.




3.2.1 Early Painting of Rigid Pavements

Pretreat rigid pavements that require early painting with an aqueous

solution containing 3 percent phosphoric acid and 2 percent zinc chloride.

Apply the solution to the areas to be marked.

3.2.2 Early Painting of Asphalt Pavements

For asphalt pavement systems requiring painting application at less than 30

days, apply the paint and beads at half the normal application rate,

followed by a second application at the normal rate after 30 days.

3.3 APPLICATION

Apply pavement markings to dry pavements only.

3.3.1 Paint

Apply paint pneumatically with approved equipment at rate of coverage

specified herein. Provide guidelines and templates as necessary to control

paint application. Take special precautions in marking numbers, letters,

and symbols. Manually paint numbers, letters, and symbols. Sharply outline

all edges of markings. 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 deficiency in drying of the markings, painting operations must

cease until the cause of the slow drying is determined and corrected.

3.3.1.1 Waterborne Paint

3.3.1.1.1 Airfields

For non-reflectorized and reflectorized markings, apply paint conforming to

MPI 97 at a rate of 105 plus or minus 5 square feet per gallon.

For reflectorized markings, apply FS TT-B-1325 beads at a rate of 7 plus or

minus 0.5 pounds of glass spheres per gallon.

3.3.1.1.2 Roads

Apply paint at a rate of 105 plus or minus 5 square feet per gallon. Apply

AASHTO M 247 Type 1 beads at a rate of 7 plus or minus 0.5 pounds of glass

spheres per gallon.

3.3.2 Cleanup and Waste Disposal

Keep the worksite clean and free of debris and waste from the removal and

application operations. Dispose of debris at approved sites.


3.4.1 Sampling and Testing




As soon as the paint materials and reflective media are available for

sampling, obtain by random selection from the sealed containers, two quart

samples of each batch in the presence of the Owner's Representative. Two

quarts will be for sampling and testing by the Contractor and two quarts

will be for retention by the Owner. Accomplish adequate mixing prior to

sampling to ensure a uniform, representative sample. A batch is defined as

that quantity of material processed by the manufacturer at one time and

identified by number on the label. Clearly identify samples by designated

name, specification number, batch number, project contract number, intended

use, and quantity involved.

At the discretion of the Owner's Representative, samples provided may be

tested by the Owner for verification.

3.4.2 Material Inspection

Examine material at the job site to determine that it is the material

referenced in the report of test results or certificate of compliance. A

certificate of compliance shall be accompanied by test results

substantiating conformance to the specified requirements.

3.4.3 Dimensional Tolerances

Apply all markings in the standard dimensions provide in the drawings. New

markings may deviate a maximum of 10 percent larger than the standard

dimension. The maximum deviation allowed when painting over an old marking

is up to 20 percent larger than the standard dimensions.

3.4.4 Bond Failure Verification

Inspect newly applied markings for signs of bond failure based on visual

inspection and comparison to results from Test Stripe Demonstration

paragraph.

3.4.5 Reflective Media and Coating Application Verification

Use a wet film thickness gauge to measure the application of wet paint. Use

a microscope or magnifying glass to evaluate the embedment of glass beads in

the paint. Verify the glass bead embedment with approximately 50 percent of

the individual bead spheres embedded and 50 percent of the individual bead

spheres exposed.

3.4.6 Material Bond Verification and Operations Area Cleanup for Airfields

Vacuum sweep the aircraft operating area before it is opened for aircraft

operations to preclude potential foreign object damaged to aircraft engines.

Visually inspect the pavement markings and the material captured by the

vacuum. Verify that no significant loss of reflective media has occurred to

the pavement marking due to the vacuum cleaning.


santa rosa county olf-x phase ii airfield addendum 002

Documents