# PART VII -- MISCELLANEOUS

### **ITEM P‑602  BITUMINOUS PRIME COAT**

DESCRIPTION

**602-1.1**  This item shall consist of an application of bituminous 
material on the prepared base course in accordance with these
specifications and in reasonably close conformity to the lines shown on
the plans.

MATERIALS

**602-2.1 BITUMINOUS MATERIAL.**  The types, grades, controlling
specifications, and application temperatures for the
bituminous materials are given in Table 1.  The Engineer shall designate
the specific material to be used.

**TABLE 1. BITUMINOUS MATERIAL**

  -------------------- ------------------- --------------- ---------------
                                           Application     
                                           Temperatures    
                                           \\1\\           

  Type and Grade       Specification       Deg. F          Deg. C

                                                           

  Emulsified Asphalt                                       

  SS‑1, SS‑1h          ASTM D 977          70‑160          20‑70

  MS‑2, HFMS‑1         ASTM D 977          70‑160          20‑70

  CSS‑1, CSS‑1h        ASTM D 2397         70‑160          20‑70

  CMS‑2                ASTM D 2397         70‑160          20‑70

                                                           

  Cutback Asphalt                                          

  RC‑30                ASTM D 2028         80+             30+

  RC‑70                ASTM D 2028         120+            50+

  RC‑250               ASTM D 2028         165+            75+
  -------------------- ------------------- --------------- ---------------

\\1\\  The maximum temperature for cutback asphalt shall be that at
which fogging occurs.

CONSTRUCTION METHODS

**602-3.1 WEATHER LIMITATIONS.**  The prime coat shall be applied only
when the existing surface is dry or contains sufficient moisture to get
uniform distribution of the bituminous material, when the atmospheric
temperature is above 60°F (15°C), and when the weather is not foggy or
rainy.  The temperature requirements may be waived, but only when so
directed by the Engineer.

**602-3.2 EQUIPMENT.**  The equipment used by the Contractor shall
include a self‑powered pressure bituminous material distributor and
equipment for heating bituminous material.

The distributor shall be designed, equipped, maintained, and operated so
that bituminous material at even heat may be applied uniformly on
variable widths of surface at the specified rate.  The allowable
variation from the specified rate shall not exceed 10 percent. 
Distributor equipment shall include a tachometer, pressure gages,
volume‑measuring devices or a calibrated tank, and a thermometer for
measuring temperatures of tank contents.  The distributor shall be
self‑powered and shall be equipped with a power unit for the pump and
full circulation spray bars adjustable laterally and vertically.

If the distributor is not equipped with an operable quick shut off
valve, the prime operations shall be started and stopped on building
power. The Contractor shall remove blotting sand prior to asphalt
concrete lay down operations at no additional expense to the owner.

A power broom and/or blower shall be provided for any required cleaning
of the surface to be treated.

**602-3.3 APPLICATION OF BITUMINOUS MATERIAL.**  Immediately
before applying the prime coat, the full width of the surface to be
primed shall be swept with a power broom to remove all loose dirt and
other objectionable material.

The bituminous material including solvent shall be uniformly applied
with a bituminous distributor at the rate of 0.25 to 0.50 gallons per
square yard (1.20 to 2.40 liters per square meter) depending on the base
course surface texture.  The type of bituminous material and application
rate shall be approved by the Engineer prior to application.

Following the application, the primed surface shall be allowed to dry
not less than 48 hours without being disturbed or for such additional
time as may be necessary to permit the drying out of the prime coat
until it will not be picked up by traffic or equipment.  This period
shall be determined by the Engineer.  The surface shall then be
maintained by the Contractor until the surfacing has been placed. 
Suitable precautions shall be taken by the Contractor to protect the
primed surface against damage during this interval, including supplying
and spreading any sand necessary to blot up excess bituminous material.

**602-3.4 BITUMINOUS MATERIAL CONTRACTOR\'S RESPONSIBILITY.**  Samples
of the bituminous materials that the Contractor proposes to use,
together with a statement as to their source and character, must be
submitted and approved before use of such material begins.  The
Contractor shall require the manufacturer or producer of the bituminous
materials to furnish material subject to this and all other pertinent
requirements of the contract.  Only satisfactory materials, so
demonstrated by service tests, shall be acceptable.

The Contractor shall furnish vendor\'s certified test reports for
each carload, or equivalent, of bituminous material shipped to the
project.  The test reports shall contain all the data required by the
applicable specification. If the Contractor applies the prime material
prior to receipt of the tests reports, payment for the material shall be
withheld until they are received. If the material does not pass the
specifications it shall be replaced at the contractor\'s expense. The
report shall be delivered to the Engineer before permission is granted
for use of the material.  The furnishing of the vendor\'s certified test
report for the bituminous material shall not be interpreted as basis for
final acceptance.  All such test reports shall be subject to
verification by testing samples of materials received for use on the
project.

**602-3.5 FREIGHT AND WEIGH BILLS.**  Before the final estimate is
allowed, the Contractor shall file with the Engineer receipted bills
when railroad shipments are made, and certified weigh bills when
materials are received in any other manner, of the bituminous materials
actually used in the construction covered by the contract. The
Contractor shall not remove bituminous material from the tank car or
storage tank until the initial outage and temperature measurements have
been taken by the Engineer, nor shall the car or tank be released until
the final outage has been taken by the Engineer.

Copies of freight bills and weigh bills shall be furnished to the
Engineer during the progress of the work.

METHOD OF MEASUREMENT

**602-4.1**  The bituminous material for prime coat shall be measured by
the **\[gallon (liter)\]\[ton(kg)\]** .  Volume shall be corrected to
the volume at 60°F (15°C) in accordance with ASTM D 1250 for cutback
asphalt, and Table IV‑3 of The Asphalt Institute\'s Manual MS‑6 for
emulsified asphalt.

BASIS OF PAYMENT

**602-5.1**  Payment shall be made at the contract unit price per
**\[gallon (liter)\]\[ton (kg)\]** for bituminous prime coat.  This
price shall be full compensation for furnishing all materials and for
all preparation, delivering, and applying the materials, and for all
labor, equipment, tools, and incidentals necessary to complete this
item.

Payment will be made under:

Item P‑602‑5.1 Bituminous Prime Coat---per **\[gallon (liter)\]\[ton
(kg)\]**

MATERIAL REQUIREMENTS

ASTM D 977 Emulsified Asphalt

ASTM D 2028 Cutback Asphalt (Rapid Curing Type)

ASTM D 2397 Cationic Emulsified Asphalt

TESTING REQUIREMENTS

ASTM D 1250 Petroleum Measurement Tables

Asphalt Institute Asphalt Pocketbook of Useful Information
(Temperature-Volume Corrections

Manual MS‑6 for Emulsified Asphalts)

Table IV‑3

**END OF ITEM P-602**

**Intentionally Left Blank**

### **ITEM P-603 BITUMINOUS TACK COAT**

DESCRIPTION

**603-1.1** This item shall consist of preparing and treating a
bituminous or concrete surface with bituminous material in accordance
with these specifications and in reasonably close conformity to the
lines shown on the plans.

MATERIALS

**603-2.1 BITUMINOUS MATERIALS.**  The bituminous material shall be
either cutback asphalt, emulsified asphalt, or tar and shall conform to
the requirements of Table 1.  The type, grade, controlling
specification, and application temperature of bituminous material to be
used shall be specified by the Engineer.

**TABLE 1. BITUMINOUS MATERIAL**

Application Temperature

Type and Grade Specification Deg. F Deg. C

Emulsified Asphalt

  SS‑1, SS‑1h ASTM D 977 75‑130 25‑55

  CSS‑1, CSS‑1h  ASTM D 2397 75‑130 25‑55

Cutback Asphalt

  RC‑70 ASTM D 2028 120‑160 50‑70

Tar

  RTCB 5, RTCB 6 AASHTO M 52 60‑120 15‑50

CONSTRUCTION METHODS

**603-3.1 WEATHER LIMITATIONS.**  The tack coat shall be applied only
when the existing surface is dry and the atmospheric temperature is
above 60°F (15°C).  The temperature requirements may be waived, but only
when so directed by the Engineer.

**603-3.2 EQUIPMENT.**  The Contractor shall provide equipment for
heating and applying the bituminous material.

The distributor shall be designed, equipped, maintained, and operated so
that bituminous material at even heat may be applied uniformly on
variable widths of surface at the specified rate.  The allowable
variation from the specified rate shall not exceed 10 percent. 
Distributor equipment shall include a tachometer, pressure gages,
volume‑measuring devices or a calibrated tank, and a thermometer for
measuring temperatures of tank contents.  The distributor shall be
self‑powered and shall be equipped with a power unit for the pump and
full circulation spray bars adjustable laterally and vertically.

If the distributor is not equipped with an operable quick shut off
valve, the tack operations shall be started and stopped on building
paper. The Contractor shall remove blotting sand prior to asphalt
concrete lay down operations at no additional expense to the owner.

A power broom and/or blower shall be provided for any required cleaning
of the surface to be treated.

**603-3.3 APPLICATION OF BITUMINOUS MATERIAL.**  Immediately before
applying the tack coat, the full width of surface to be treated shall be
swept with a power broom and/or airblast to remove all loose dirt and
other objectionable material.

Emulsified asphalt shall be diluted by the addition of water when
directed by the Engineer and shall be applied a sufficient time in
advance of the paver to ensure that all water has evaporated before any
of the overlying mixture is placed on the tacked surface.

The bituminous material including vehicle or solvent shall be uniformly
applied with a bituminous distributor at the rate of 0.05 to 0.15
gallons per square yard (0.24 to 0.72 liters per square meter) depending
on the condition of the existing surface.  The type of bituminous
material and application rate shall be approved by the Engineer prior to
application.

Following the application, the surface shall be allowed to cure without
being disturbed for such period of time as may be necessary to permit
drying out and setting of the tack coat.  This period shall be
determined by the Engineer.  The surface shall then be maintained by the
Contractor until the next course has been placed.  Suitable precautions
shall be taken by the Contractor to protect the surface against damage
during this interval.

**603-3.4 BITUMINOUS MATERIAL CONTRACTOR\'S RESPONSIBILITY.**  Samples
of the bituminous material that the Contractor proposes to use, together
with a statement as to its source and character, must be submitted and
approved before use of such material begins.  The Contractor shall
require the manufacturer or producer of the bituminous material to
furnish material subject to this and all other pertinent requirements of
the contract.  Only satisfactory materials so demonstrated by service
tests, shall be acceptable.

The Contractor shall furnish the vendor\'s certified test reports for
each carload, or equivalent, of bituminous material shipped to the
project.  The tests reports shall contain all the data required by the
applicable specification. If the Contractor applies the material prior
to receipt of the tests reports, payment for the material shall be
withheld until they are received. If the material does not pass the
specifications it shall be replaced at the contractor\'s expense. The
report shall be delivered to the Engineer before permission is granted
for use of the material.  The furnishing of the vendor\'s certified test
report for the bituminous material shall not be interpreted as a basis
for final acceptance.  All such test reports shall be subject to
verification by testing samples of material received for use on the
project.

**603-3.5 FREIGHT AND WEIGH BILLS.**  Before the final estimate is
allowed, the Contractor shall file with the Engineer receipted bills
when railroad shipments are made, and certified weigh bills when
materials are received in any other manner, of the bituminous materials
actually used in the construction covered by the contract.  The
Contractor shall not remove bituminous material from the tank car or
storage tank until the initial outage and temperature measurements have
been taken by the Engineer, nor shall the car or tank be released until
the final outage has been taken by the Engineer.  Copies of freight
bills and weigh bills shall be furnished to the Engineer during the
progress of the work.

METHOD OF MEASUREMENT

1.  The bituminous material for tack coat shall be measured by the
    **\[gallon (liter)\] \[ton (kg)\]**.  Volume shall be corrected to
    the volume at 60°F (15°C) in accordance with ASTM D 1250 for cutback
    asphalt, ASTM D 633 for tar, and Table

2.  IV‑3 of The Asphalt Institute\'s Manual MS‑6 for emulsified
    asphalt.  Water added to emulsified asphalt will not be measured for
    payment.

BASIS OF PAYMENT

**603.5-1**  Payment shall be made at the contract unit price per
**\[gallon (liter)\] \[ton (kg)\]** of bituminous material.  This price
shall be full compensation for furnishing all materials, for all
preparation, delivery, and application of these materials, and for all
labor, equipment, tools, and incidentals necessary to complete the item.

Payment will be made under:

Item P‑603‑5.1 Bituminous Tack Coat---per **\[gallon (liter)\]\[ton
(kg)\]**

MATERIAL REQUIREMENTS

+------------+---------------------------------------------------------+
| ASTM D 633 | Volume Correction Table for Road Tar                    |
+------------+---------------------------------------------------------+
|            |                                                         |
+------------+---------------------------------------------------------+
| ASTM D 977 | Emulsified Asphalt                                      |
+------------+---------------------------------------------------------+
|            |                                                         |
+------------+---------------------------------------------------------+
| ASTM D     | Petroleum Measurement Tables                            |
| 1250       |                                                         |
+------------+---------------------------------------------------------+
|            |                                                         |
+------------+---------------------------------------------------------+
| ASTM D     | Cutback Asphalt (Rapid‑Curing Type)                     |
| 2028       |                                                         |
+------------+---------------------------------------------------------+
|            |                                                         |
+------------+---------------------------------------------------------+
| ASTM D     | Cationic Emulsified Asphalt                             |
| 2397       |                                                         |
+------------+---------------------------------------------------------+
|            |                                                         |
+------------+---------------------------------------------------------+
| Asphalt    | Asphalt Pocketbook of Useful Information                |
| Institute  | (Temperature-Volume Corrections for Emulsified          |
|            | Asphalts)                                               |
| Manual     |                                                         |
| MS‑6       |                                                         |
|            |                                                         |
| Table IV‑3 |                                                         |
+------------+---------------------------------------------------------+

**END ITEM P-603**

**Intentionally Left Blank**

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> **The following is an optional specification that can be used for long
> performance joint seals in concrete pavements:**

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### **ITEM P-604 COMPRESSION JOINT SEALS FOR CONCRETE PAVEMENTS**

DESCRIPTION

**604-1.1** This item shall consist of preformed polychloroprene
compression seals used for sealing joints of rigid pavements.

MATERIALS

**604-2.1 PREFORMED SEALS.** Preformed joint seal materials shall be a
vulcanized elastomeric compound using polychloroprene as the only base
polymer. The material and the manufactured seal itself shall conform to
ASTM D 2628 and CRD C 548. The joint seal shall be a labyrinth type seal
with the uncompressed depth of the seal greater than the uncompressed
width of the seal, \[except that for seals 1 inch or greater in width,
the depth need be only 1 inch or greater\]. The actual width of the
uncompressed seal shall be 13/16 inch or 1 inch \[or \_\_\_\_\_ \]
within a tolerance of plus 1/8 inch and minus 1/16 inch.

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> **In paragraph 604-2.1, the actual width of the joint seal should be
> 13/16 inch or 1 inch at the option of the Contractor. However, for
> unusual circumstances or for resealing joints in existing pavement
> that have to be sawed out to an extra width a wider seal should be
> specified. 1 inch should be used for slab greater that 20 feet and
> less that 25 foot.**

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**604-2.2 LUBRICANT/ADHESIVE.** Lubricant/adhesive used for the
preformed elastomeric joint seal shall be a one-component compound
conforming to ASTM D 2835.

**604-2.3 DELIVERY AND STORAGE.** Materials delivered to the job site
shall be inspected for defects, unloaded, and stored with a minimum of
handling to avoid damage. Storage facilities shall be provided at the
job site to protect materials from weather and to maintain them at
temperatures as recommended by the manufacturer.

**604-2.4 submittals.** Certified copies of test results shall be
provided \[\_\_\_\_\_\] days prior to use of material on the project.

**a. Construction Equipment List.** List of proposed equipment to be
used in the performance of construction work, including descriptive data
shall be provided to the engineer \[\_\_\_\_\_\_\] days prior to use on
the project.

**b. Manufacturer\'s Instructions.** Where installation procedures, or
any part thereof, are required to be in accordance with the
manufacturer\'s recommendations, printed copies of theses
recommendations shall be furnished to the engineer \[\_\_\_\_\_\] days
prior to use on the project. Installation of the material will not be
allowed until the recommendations are received. Failure to furnish these
recommendations can be a cause for rejection of the material.

**c. Samples.** Regardless of testing responsibility, samples of the
materials shall be submitted by the contractor to the engineer for
written approval \[\_\_\_\_\_\_\] days prior to use on the project.
Written or printed directions from the manufacturer giving recommended
criteria for installation shall be furnished to the engineer at the same
time, plus certification from the manufacturer that the seal selected is
recommend for the installation involved on this project. No material
will be allowed to be used until it has been approved.

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> **The blank spaces for testing the materials will be filled in to
> allow ample time for sampling, testing, and shipping to the project.
> Normally, this will require a minimum of 60 days.**
>
> **For the following paragraph optional wording is in brackets:
> Designer should select the applicable statement for testing and
> determining specification compliance and delete the inapplicable
> statement. The first statement will be selected for all projects
> except where the project is less than 4,000 linear feet of preformed
> joint seal material. When the project requires less than 4,000 linear
> feet of preformed joint seal material, the first statement can be
> deleted and the second statement used.**

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**604-2.5 TEST REQUIREMENTS.** Each lot of preformed joint seal and
lubricant/adhesive produced for this project shall be sampled,
adequately identified, and tested for conformance with the referenced
applicable material specification. A lot of preformed seal shall consist
of one day\'s production or 20,000 linear feet for each cross section,
whichever is less. A lot of lubricant/adhesive shall consist of one
day\'s production. \[Samples of the preformed joint seal and
lubricant/adhesive material shall be submitted and will be tested by the
Engineer. No material shall be used at the project prior to receipt of
written notice that the materials meet the laboratory requirements. The
cost of testing the samples from each original lot supplied will be
borne by the Engineer. If the sample fails to meet specification
requirements, the materials represented by the sample shall be replaced
and the new materials tested. A cost of \[\_\_\_\_\_\_\] for Engineer
testing of each lot of replacement material will be charged to the
Contractor.\] \[Testing of the preformed joint and lubricant/adhesive
material shall be the responsibility of the Contractor and shall be
performed in an approved independent laboratory and certified copies of
the test reports shall be submitted for approval \[\_\_\_\_\_\] days
prior to the use of the materials at the job site. Samples of each lot
of material shall also be submitted and will be retained by the Engineer
for possible future testing should the materials appear defective during
or after application.\] The Contractor shall furnish additional samples
of materials, in sufficient quantity to be tested, upon request.
Conformance with the requirements of the laboratory tests specified will
not constitute final acceptance of the materials. Final acceptance will
also be based on the performance of the in-place materials.

**604-3.1 EQUIPMENT.** Machines, tools, and equipment used in the
performance of the work required by this section shall be approved by
the engineer before the work is started and shall be maintained by the
contractor in satisfactory condition at all times.

**a. Joint Cleaning Equipment.**

(**1) Concrete Saw.** A self-propelled power saw with water-cooled
diamond or abrasive saw blades shall be provided for cutting joints to
the depths and widths specified and for removing filler **\[existing old
joint seal\]** or other material embedded in the joints or adhered to
the joint faces.

(**2) Sandblasting Equipment.** Sandblasting equipment shall include an
air compressor, hose, and a 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 shall be capable of
furnishing not less than 150 cubic feet per minute and maintaining a
line pressure of not less than 90 psi at the nozzle while in use. 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 about
1 inch above the pavement surface and will direct the blast to clean the
joint walls. The height, angle of inclination, and the size of the
nozzle shall be adjusted as necessary to ensure satisfactory results.

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> **Sandblasting should be shown as an option to waterblasting for new
> pavement installations.**
>
> **Sandblasting equipment with a 1/4-inch nozzle requires at least 137
> cubic feet per minute of air to function efficiently. A larger nozzle
> would not serve any useful purpose in cleaning a joint.**

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(**3) Waterblasting Equipment.** Waterblasting equipment shall include a
trailer-mounted water tank, pumps, high-pressure hose, a wand with
safety release cutoff controls, nozzle, and auxiliary water resupply
equipment. The water tank and auxiliary water resupply equipment shall
be sufficient capacity to permit continuous operations. The pumps,
hoses, wand, and nozzle shall be of sufficient capacity to permit the
cleaning of both walls of the joint and the pavement surface for a width
of at least 1/2 inch on either side of the joint. The pump shall be
capable of supplying a pressure of at least 3,000 psi. A pressure gauge
mounted at the pump shall show at all times the pressure in pounds per
square inch at which the equipment is operating.

**b. Sealing Equipment.** Equipment used to install the preformed seal
shall place the preformed seal to the prescribed depths within the
specified tolerances without cutting, nicking, twisting, or otherwise
damaging the seal. The equipment shall not stretch or compress the seal
more than 3.0 percent longitudinally during installation. The machine
shall be an automatic self-propelled joint seal application equipment
and shall be engine powered. The machine shall include a reservoir for
the lubricant/adhesive, a device for conveying the lubricant/adhesive in
the proper quantities to the sides the preformed seal or the sidewalls
of the joint, a reel capable of holding one full spool of preformed
seal, and a power-driven apparatus for feeding the joint seal through a
compression device and inserting the seal into the joint. The equipment
shall also include a guide to maintain the proper course along the joint
being sealed. The machine shall at all times be operated by an
experienced operator.

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> **Single-axle type seal application equipment should not be permitted;
> this tool tends to cause excessive stretching and may cut or distort
> the seal. The following subparagraph may be added only for pavements
> less than 500 square yards:**
>
> **"The hand operated joint seal application equipment shall be a
> two-axle, four-wheel machine that shall include means for compressing
> and inserting the preformed seal into the joint and a reel capable of
> holding one full spool of preformed seal. Auxiliary equipment shall be
> provided to coat both sides the seal or the joint with
> lubricant/adhesive just prior to the installation of the preformed
> seal."**

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CONSTRUCTION METHODS

**604-4.1 ENVIRONMENTAL CONDITIONS**. The ambient temperature and the
pavement temperature within the joint wall shall be at least 35°F and
rising at the time of installation of the materials. Sealant application
will not be permitted if moisture or any foreign material is observed in
the joint.

**604-4.2 TRIAL JOINT SEAL AND LUBRICANT/ADHESIVE INSTALLATION.** Prior
to the cleaning and sealing of the joints for the entire project, a test
section at least 200 feet long shall be prepared at a location directed
in the project pavement using the specified materials and the 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 trial length and before any other joint is sealed, the trial
joints will be inspected by the Engineer to determine that the materials
and installation meet the requirements specified. If materials or
installation do not meet requirements the materials shall be removed,
and the joints shall be recleaned and resealed at no cost to the owner.
No other joints shall be sealed until the test installation has been
approved. If the trial section is approved, it may be incorporated into
the permanent work and paid for at the contract unit prices per linear
foot for sealing items scheduled. All other joints shall be sealed in
the manner approved for sealing the trial joints.

**604-4.3 PREPARATION OF JOINTS.** Immediately before installation of
the preformed joint seal, the joints shall be thoroughly cleaned to
remove all laitance, filler, \[old existing sealant,\] foreign material
and protrusions of hardened concrete from the sides and upper edges of
the joint space to be sealed. Any irregularity in the joint face that
would prevent uniform contact between the joint seal and the joint face
shall be corrected by \_\_\_\_\_\_\_\_ prior to the installation of the
joint seal.

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> **Joint openings of uniform cross section are essential to
> satisfactory installation of preformed polychloroprene joint seal.
> Openings must be sawed to provide smooth vertical faces of consistent
> width, within specified tolerances. Non-uniformity in width or
> roughness will cause variations in resistance of the joint seal to
> insertion and will result in irregular depth of insertion, stretching,
> and a tendency of the joint seal to twist so that the top of the seal
> is not at the surface.**
>
> **The proper preparation of joints with respect to the size of joint
> opening, required cleanliness of vertical and parallel joint faces,
> and uniform contact between the seal and the joint face can not be
> overemphasized. The neglect of any facet of these operations can
> result and has resulted in poor performance of joint seals.**

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**a. Sawing.** Joints shall be sawed to clean and to open them to the
full specified width and depth. Immediately following the sawing
operation, the joint faces and opening shall be thoroughly cleaned using
a water jet to remove all saw cuttings or debris remaining on the faces
or in the joint opening. Compression seal shall be installed within 3
calendar days of the time the individual joint cavity is sawed. Depth of
sawing the cavity shall be between 3/4 and 1 inch deeper than the
uncompressed depth of the seal (or otherwise recommended by the
manufacturer). The saw cut for the joint seal cavity shall at all
locations be centered over the joint line. The nominal width of the
sawed joint seal cavity shall be as follows; the actual width shall be
within a tolerance of plus or minus 1/16 inch:

(**1)** If a nominal 13/16 inch wide compression seal is furnished, the
nominal width of the saw cut shall be \[\_\_\_\_\_\]. However, this
shall apply only when the pavement temperature at the time of sawing is
between \[\_\_\_\_\_ and \_\_\_\_\_\] degrees F. If the pavement
temperature at the time of sawing is above this range, the nominal width
of the saw cut shall be decreased 1/16 inch. If the pavement temperature
at the time of sawing is below this range, the nominal width of the saw
cut shall be increased 1/16 inch.

(**2)** If a nominal 1 inch wide compression seal is furnished, the
nominal width of the saw cut shall be \[\_\_\_\_\_\]. However, this
shall apply only when the pavement temperature at the time of sawing is
between \[\_\_\_\_\_ and \_\_\_\_\_\] degrees F. If the pavement
temperature at the time of sawing is above this range, the nominal width
of the saw cut shall be decreased 1/16 inch. If the pavement temperature
at the time of sawing is below this range, the nominal width of the saw
cut shall be increased 1/16 inch.

The pavement temperature shall be measured and recorded in the presence
of the Engineer. Measurement shall be made each day before commencing
sawing and at any other time during the day when the temperature appears
to be moving out of the allowable sawing range.

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> **In Par 604-3.1.a, the requirements are based on giving the
> Contractor the option of using either nominal 13/16 inch or 1-inch
> wide compression seal. The designer will select the required valves to
> insert in the blanks for whatever geographical area in which the
> project is located based on the following table:**

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  -------------- ------------- ----------- -------------- --------- ----------------
                               **For                                
                               insertion                            
                               in blanks**                          

                 Expected                                           Allowable

                 Pavement                  Nominal                  Pavement
                                           Uncompressed             
                                           Sealant\                 
                                           Width-\                  
                                           Inches                   

                 Temperature                                        Temperature

                 Range in                                 Nominal   Range for

                 Service                                  Saw Cut-  Sawing-

  Area           Degrees F                                Inches    Degrees F

                                                                    

  Southwest      +10 to +160               13/16          8/16      +50 to +155

  Desert Area                              1\"            9/16      +55 to +180

                                                                    

  Southern U.S.  0 to +135                 13/16          8/16      +30 to +110

                                           1\"            9/16      +30 to +170

                                                                    

  Other          -30 to +135               13/16          8/16      +25 to +80
  Contiguous                                                        

  U.S. States                              1\"            9/16      +25 to +140

                                                                    

  Alaska and     -70 to +110               13/16          7/16      +50**\*** to
                                                                    +105

  Similar Areas                            1\"            8/16      +60 to +160
  -------------- ------------- ----------- -------------- --------- ----------------

**\* Put a note in the project specifications that this seal shall not
be installed in a saw cut less than 7/16 and thus cannot be used in this
area if sawing must be done at temperatures less than +50 degrees.**

**The above table is based on the following:**

**a. Tolerance from nominal specified width of uncompressed seal - plus
1/8 inch and minus 0 inch.**

**b. Tolerance from nominal saw cut width-plus or minus 1/16 inch.**

**c. Compression seal must be compressed at least 20 percent of its
uncompressed width at all times.**

**d. Compression seal must never be compressed more than 60 percent of
its uncompressed width at any time (narrowest opening in hot weather
must be at least 40 percent of uncompressed seal width).**

**e. Computations for slab (or joint) movement have been based on the
formula:**

**dW = 0.001056 x dT**

**dW = slab or joint movement in inches**

**dT = change in temperature in degrees F**

> **(The coefficient 0.0000528 was derived form the basic formula dL -
> 12 x c x l (a x dT x e).) To arrive at 0.001056; *a*, the thermal
> coefficient of concrete was assumed to be 5.5E-6 inch/inch/degree
> Fahrenheit: *e,* the drying shrinkage coefficient of concrete was
> neglected for these calculations. A value of 0.5 to 2.5 x 10-4 in./in.
> can be used for new concrete, and C, the adjustment factor due to slab
> friction was assumed to be 0.80. Slab length is assumed to be 20 ft.**

**f. The values for insertion in the blanks are based on the greatest
tolerance limit variation for both seal width and saw cut width.**

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> **For unusual conditions and for resealing joints in existing
> pavements where the prepared joint is extra wide, the designer will
> have to compute values to insert in the blanks. (Before the
> compression seal is used for resealing joints in existing pavements,
> it is common practice to resaw the joints - which will give a wider
> joint cavity. Width of sawing should be held to the same tolerance as
> specified for new pavements.)**

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**b. Sandblast Cleaning**. The concrete joint faces and pavement
surfaces extending at least 1/2 inch from the joint edges shall be
sandblasted clean. A multiple pass technique shall be used until the
surfaces are free of dust, direct curing compound, or any residue that
might prevent ready insertion or uniform contact of the seal and bonding
of the lubricant/adhesive to the concrete. After final cleaning and
immediately prior to sealing, the joints shall be blown out with
compressed air and left completely free of debris and water.

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> **Sandblasting of joints may not be permitted under certain
> conditions. Blowing sand and dust may either violate atmospheric
> pollution statutes, or may drift into areas where it would be
> objectionable. When sandblasting is prohibited, cleaning the joints
> with waterblasting equipment may be used and this paragraph deleted.**

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\* \* \* \* \* \* \* \* \* \* \* \* \* \***

**c. Waterblast Cleaning.** The concrete joint faces and pavement
surfaces extending at least 1/2 inch from the joint edges shall be
waterblasted clean. A multiple pass technique shall be used until the
surfaces are free of dust, direct, curing compound, or any residue that
might prevent ready insertion or uniform contact of the seal and bonding
of the lubricant/adhesive to the concrete. After final cleaning and
immediately prior to sealing, the joints shall be blown out with
compressed air and left completely free of debris and water.

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> **Waterblasting equipment varies considerably with respect to design
> of wand, nozzle, water pressure, and water volume depending upon the
> manufacturer. Consequently, the effectiveness of a particular set of
> equipment cannot be predicted. The joints may be waterblasted the
> previous day and cleaned with compressed air immediately prior to
> sealing. The joints should be inspected to insure no foreign debris
> remains in the joint before sealing.**

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\* \* \* \* \* \* \* \* \* \* \* \* \* \***

**d. Rate of Progress.** The stages of joint preparation which includes
sandblasting or waterblasting of the joint faces and air pressure
cleaning of the joints shall be limited to only the linear footage of
joint that can be sealed during the same workday.

**604-4.4 INSTALLATION OF THE PREFORMED SEAL.**

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\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **Temperatures of the pavement and the atmosphere are not as critical
> for the installation of preformed polychloroprene joint seals as they
> are for poured sealants. Therefore, lower temperatures are acceptable
> and under some conditions sealing can proceed satisfactorily at
> temperatures lower than 35 degrees F. However, joints should be dry to
> obtain maximum cementing of the lubricant/adhesive to the concrete and
> manufacturers should be contacted for special instructions under cold
> conditions.**

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\* \* \* \* \* \* \* \* \* \* \* \* \* \***

**a. Time of Installation.** Joints shall be sealed within 3 calendar
days of sawing the joint seal cavity and immediately following concrete
cure and the final cleaning of the joint walls. Open joints ready for
sealing that cannot be sealed under the conditions specified herein
shall be provided with an approved temporary seal to prevent
infiltration of foreign material. When rain interrupts the sealing
operations, the joints shall be washed, air pressure cleaned and allowed
to dry prior to installing the lubricant/adhesive and preformed seal.

**b. Sequence of Installation.** Longitudinal joints shall be sealed
first, followed by transverse joints and then all other joints. Seals in
longitudinal joints shall be cut so that all transverse joint seals will
be intact from edge to edge of the pavement. Intersections shall be made
monolithic by use of joint seal adhesive and care in fitting the
intersection parts together. Extender pieces of seal shall not be used
at intersections. Any seal falling short of the intersection shall be
removed and replaced with new seal at no additional cost to the owner.

**604-4.5 SEALING OF JOINTS.** The joint seal shall be installed using
the equipment specified in paragraph 604-3.1b EQUIPMENT. The sides of
the joint seal or the sides of the joint shall be covered with a coating
of lubricant/adhesive and the seal installed in such a manner as to
conform to all requirements specified. Butt joints and seal
intersections shall be coated with liberal applications of
lubricant/adhesive. Lubricant/adhesive spilled on the pavement shall be
removed immediately to prevent setting on the pavement. An in-place
joint seal shall be in an upright position and free form twisting,
distortion, cuts, and stretching or compression in excess of 3.0
percent. The joint seal shall be placed at a uniform depth within the
tolerances specified. In-place joint seal that fails to meet the
specified requirements shall be removed and replaced with new joint seal
in a satisfactory manner at no additional cost to the owner. The
preformed joint seal shall be placed to a depth of 3/16 inch, plus or
minus 1/8 inch, below the pavement surface except when the joint is
beveled or has a radius at the surface, or unless otherwise directed.
For beveled joints or joints with a radius at the surface, the preformed
joint seal shall be installed at a depth of 1/8 inch, plus or minus 1/8
inch, below the bottom of the edge of the bevel or radius. No part of
the seal shall be allowed to project above the surface of the pavement
or above the edge of the bevel or radius. The seal shall be installed in
the longest practicable lengths in longitudinal joints and shall be cut
at the joint intersections so as to provide continuous installation of
the seal in the transverse joints. The lubricant/adhesive in the
longitudinal shall be allowed to set for 1 hour prior to cutting at the
joint intersections to reduce the possibility of shrinkage. For all
transverse joints, the minimum length of the preformed joint seal shall
be the pavement width from edge to edge.

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> **Stretching of the preformed polychloroprene joint seal beyond the
> specified maximum must never be permitted, as breaks in the seal could
> occur later on. It is also possible that if the maximum is exceeded,
> when the longitudinal joints are cut to install the transverse joints
> that the joint seal material will return to its natural length leaving
> openings in the final product. Conversely, placing the seal so that
> the preformed seal is compressed longitudinally is also undesirable,
> as this practice tends to cause unsightly undulations and may exceed
> depth of installation tolerances. On airfield pavements a depth of
> 3/16 inch is desired to reduce the accumulation of dust and debris on
> top of the preformed seal, which could be ingested by aircraft
> engines. For other pavements 1/4 inch can be specified. It is
> recommended when the preformed seal in the longitudinal intersections
> are being cut that a knife blade be used to reduce the possibility of
> damage to the preformed seal on either side of the intersection.**

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\* \* \* \* \* \* \* \* \* \* \* \* \* \***

**604-4.6 CLEAN-UP.** Upon completion of the project, all unused
materials shall be removed from the site, all lubricant/adhesive on the
pavement surface shall be removed, and the pavement shall be left in
clean condition.

**604-5.1 QUALITY CONTROL PROVISIONS.**

**a. Equipment.** The application equipment shall be inspected to assure
uniform application of lubricant/adhesive to the sides of the preformed
joint seal or the walls of the joint. If any equipment causes cutting,
twisting, nicking, excessive stretching or compressing of the preformed
seal, or improper application of the lubricant/adhesive, the operation
shall be suspended until causes of the deficiencies are determined and
corrected by the contractor.

**b. Procedures.**

**(1)** Quality control provisions shall be provided during the joint
cleaning process to prevent or correct improper equipment and cleaning
techniques that damage the concrete in any manner. Cleaned joints shall
be approved by the Engineer prior to installation of the
lubricant/adhesive and preformed joint seal.

(**2)** Conformance to stretching and compression limitations shall be
determined by the engineer. After installation, the distance between the
marks shall be measured on the pavement. If the stretching or
compression exceeds the specified limit, the seal shall be removed and
replaced with new joint seal at no additional cost to the owner. The
seal shall be removed up to the last correct measurement. The seal shall
be inspected a minimum of once per 100 feet of seal for compliance to
the shrinkage or compression requirements. Measurements shall also be
made as directed to determine conformance with depth and width
installation requirements. All preformed seal that is not in conformance
with specification requirements shall be removed and replaced with new
joint seal at no additional cost to the owner.

**c.** **Product.** The joint sealing system (preformed seal and
lubricant/adhesive) shall be inspected by the engineer for proper rate
of cure and bonding to the concrete, cuts, twists, nicks, and other
deficiencies. Seals exhibiting any defects, at any time prior to final
acceptance of the project, shall be removed from the joint, wasted, and
replaced in a satisfactory manner, as determined by the engineer.

METHOD OF MEASUREMENT

**604-6.1 MEASUREMENT.** The quantity of each sealing item to be paid
for will be determined by actual measurement of the number of linear
feet of in-place material that has been approved.

BASIS OF PAYMENT

**604-7.1 PAYMENT.** Payment will be made at the contract unit bid
prices per linear foot for the sealing items scheduled. The unit bid
prices shall include the cost of all labor, materials, the use of all
equipment, and tools required to complete the work.

TESTING REQUIREMENTS

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

**U.S. ARMY CORPS OF ENGINEERS**

> CRD C 548 Standard Specification for Jet-Fuel and Heat Resistant
> Preformed Polychloroprene Elastomeric Joint Seals for Rigid Pavements

**AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)**

> ASTM D 2628 Preformed Polychloroprene Elastomeric Joint Seals for
> Concrete Pavements
>
> ASTM D 2835 Lubricant for Installation of Preformed Compression Seals
> in Concrete Pavements

**END ITEM P-604**

**Intentionally Left Blank**

### **ITEM P-605 JOINT SEALING FILLER**

DESCRIPTION

**605-1.1**  This item shall consist of providing and installing a
resilient and adhesive joint sealing filler capable of effectively
sealing joints and cracks in pavements.

MATERIALS

**605-2.1 JOINT SEALERS.**  Joint sealing materials shall meet the
requirements of **\[ \]**.

\[Each lot or batch of sealing compound shall be delivered to the
jobsite in the manufacturer\'s original sealed container.  Each
container shall be marked with the manufacturer\'s name, batch or lot
number, the safe heating temperature, and shall be accompanied by the
manufacturer\'s certification stating that the compound meets the
requirements of this specification.\]

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **The Engineer shall specify one or more of the following:**
>
> **FED SPEC SS‑S‑200E(2) ‑-- Sealants, Joint, Two-Component, Jet-Blast
> Resistant, Cold Applied.**
>
> **ASTM D 1854 ‑ Jet‑Fuel‑Resistant Concrete Joint Sealer, Hot‑Applied
> Elastic Type**
>
> **ASTM D 3406 ‑ Joint Sealants, Hot‑Applied, Elastometric‑Type, for
> Portland Cement Concrete Pavements**
>
> **ASTM D 3569 ‑ Joint Sealants, Hot‑Applied, Elastometric,
> Jet‑Fuel‑Resistant type, for Portland Cement Concrete Pavements**
>
> **ASTM D 3581 ‑ Joint Sealant, Hot‑Applied, Jet‑Fuel‑Resistant Type,
> for Portland Cement Concrete and Tar‑Concrete Pavements**
>
> **ASTM D 5893 - Standard Specifications for Cold Applied, Single
> Component, Chemically Curing Silicone Joint Sealant for Portland
> Cement Concrete Pavements.**
>
> **ASTM D 6690 ‑ Joint and Crack Sealants, Hot‑Applied, for Concrete
> and Asphalt Pavements**
>
> **Additionally, if silicone sealants are elected, add the ASTM to the
> listing of Material Requirements.**

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\* \* \* \* \* \* \* \* \* \* \* \* \* \***

CONSTRUCTION METHODS

**605-3.1 TIME OF APPLICATION.**  Joints shall be sealed as soon after
completion of the curing period as feasible and before the pavement is
opened to traffic, including construction equipment.  The pavement
temperature shall be above **\[40**°**F (4**°**C)\]\[(50**°**F
(10**°**C)\]** at the time of installation of the **\[preformed joint
seal\]\[poured joint sealing material\].**

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> **Specify 40°F (4°C) for preformed seal and 50°F (10°C) for poured
> seals.**
>
> **If the pavement must be opened to traffic prior to placement of the
> sealant, this paragraph should be modified to require the Contractor
> to temporarily fill the joint with a jute or nylon rope immediately
> after the joint is sawed.  The rope should be slightly larger than the
> joint and should be forced into the joint so that the top of the rope
> is 1/8 inch (3 mm) below the pavement surface.  The rope shall be
> removed immediately prior to cleaning.**

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**605-3.2 PREPARATION OF JOINTS.** 

**a. Sawing**. All joints shall be sawed in accordance with
specifications and plan details. Immediately after sawing the joint, the
resulting slurry shall be completely removed from joint and adjacent
area by flushing with a jet of water, and by use of other tools as
necessary.

**b. Sealing**. Immediately before sealing, the joints shall be
thoroughly cleaned of all remaining laitance, curing compound, and other
foreign material. Cleaning shall be accomplished by sandblasting.
Sandblasting shall be accomplished in a minimum of two passes. One pass
per joint face with the nozzle held at an angle directly toward the
joint face and not more that 3 inches from it. Upon completion of
cleaning, the joints shall be blown out with compressed air free of oil
and water. Only air compressors with operable oil and water traps shall
be used to prepare the joints for sealing. The joint faces shall be
surface dry when the seal is applied.

**605-3.3 INSTALLATION OF SEALANTS.**  Joints shall be inspected for
proper width, depth, alignment, and preparation, and shall be approved
by the Engineer before sealing is allowed.  Sealants shall be installed
in accordance with the following requirements:

**\[Hot Poured Sealants.  The joint sealant shall be applied uniformly
solid from bottom to top and shall be filled without formation of
entrapped air or voids.  A backing material shall be placed as shown on
the plans and shall be nonadhesive to the concrete or the sealant
material.  The heating kettle shall be an indirect heating type,
constructed as a double boiler.  A positive temperature control and
mechanical agitation shall be provided.  The sealant shall not be heated
to more than 20**°**F (‑11**°**C) below the safe heating temperature.
The safe heating temperature can be obtained from the manufacturer\'s
shipping container.  A direct connecting pressure type extruding device
with nozzles shaped for insertion into the joint shall be provided.  Any
sealant spilled on the surface of the pavement, structures and/or
lighting fixtures, shall be removed immediately.\]**

**\[Cold Applied Sealants.  Cold applied joint sealing compound shall be
applied by means of pressure equipment that will force the sealing
material to the bottom of the joint and completely fill the joint
without spilling the material on the surface of the pavement.  A backing
material shall be placed as shown on the plans and shall be nonadhesive
to the concrete or the sealant material.  Sealant that does not bond to
the concrete surface of the joint walls, contains voids, or fails to set
to a tack‑free condition will be rejected and replaced by the Contractor
at no additional cost.  Before sealing the joints, the Contractor shall
demonstrate that the equipment and procedures for preparing, mixing, and
placing the sealant will produce a satisfactory joint seal.  This shall
include the preparation of two small batches and the application of the
resulting material. Any sealant spilled on the surface of the pavement,
structures and/or lighting fixtures, shall be removed immediately.\]**

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\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **The use of a backup material or bond breaker in the bottom of the
> joint to be filled is recommended to control the depth of the sealant,
> to achieve the desired shape factor, and to support the sealant
> against indentation and sag.  Backup materials and bond breakers
> should be compatible with the sealant, should not adhere to the
> sealant, should be compressible without extruding the sealant, and
> should recover to maintain contact with the joint faces when the joint
> is open.**
>
> **Jute, paper, or other moisture absorbing material shall not be used
> for the backing material. The backing material shall be rubber, butyl
> rubber, or other approved material that will not react with the joint
> sealer and will not form a gas when the hot joint sealer is applied.**

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\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **The Engineer should select either hot poured or cold applied sealant
> and include the appropriate paragraph in the specifications.**
>
> **Insert:**
>
> **"both non-reactive and..."**
>
> **before:**
>
> **"...non-adhesive to the concrete..." in the second sentence of each
> paragraph regarding hot poured and cold applied sealant.**

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\* \* \* \* \* \* \* \* \* \* \* \* \* \***

METHOD OF MEASUREMENT

**605‑4.1** Joint sealing material shall be measured by the **\[gallon
(liter)\] \[pound (kg)\] \[linear foot (meter)\]** of sealant in place,
completed, and accepted.

BASIS OF PAYMENT

**605-5.1**  Payment for joint sealing material shall be made at the
contract unit price per **\[gallon (liter)\] \[pound (kg)\] \[linear
foot (meter)\]**.  The price shall be full compensation for furnishing
all materials, for all preparation, delivering, and placing of these
materials, and for all labor, equipment, tools, and incidentals
necessary to complete the item.

Payment will be made under:

Item P‑605‑5.1 Joint Sealing Filler ‑-- per gallon (liter)

Item P‑605‑5.2 Joint Sealing Filler ‑-- per pound (kg)

TESTING REQUIREMENTS

ASTM D 412 Test Methods for Vulcanized Rubber and Thermoplastic
Elastomers -- Tension

ASTM D 1644 Test Methods for Nonvolatile Content of Varnishes

MATERIAL REQUIREMENTS

ASTM D 1854 Jet‑Fuel‑Resistant Concrete Joint Sealer, Hot‑Applied
Elastic Type

ASTM D 3406 Joint Sealants, Hot‑Applied, Elastomeric‑Type, for Portland
Cement Concrete Pavements

ASTM D 3569 Joint Sealant, Hot‑Applied, Elastometric, Jet‑Fuel‑Resistant
Type, for Portland Cement Concrete Pavements

ASTM D 3581 Joint Sealant, Hot‑Applied, Jet‑Fuel‑Resistant Type, for
Portland Cement Concrete and Tar‑Concrete Pavements

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

ASTM D 6690 Joint and Crack Sealants, Hot‑Applied, for Concrete and
Asphalt Pavements

FED SPEC Sealants, Joint, Two-Component, Jet-Blast Resistant, Cold
Applied

SS-S-200E(2)

**END ITEM P-605**

### **ITEM P-606 ADHESIVE COMPOUNDS, TWO-COMPONENT FOR SEALING WIRE AND LIGHTS IN PAVEMENT**

DESCRIPTION

**606-1.1. ** This specification covers two types of material; a liquid
suitable for sealing electrical wire in saw cuts in pavement and for
sealing light fixtures or bases in pavement, and a paste suitable for
embedding light fixtures in the pavement. Both types of material are
two‑component filled formulas with the characteristics specified in
paragraph 606‑2.4. Materials supplied for use with bituminous concrete
pavements must be formulated so they are compatible with the bituminous
concrete.

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\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **If the material is to be used on bituminous concrete pavements and
> it is not formulated for this use, cracking and separation of the
> material from sawed wireway kerfs and around light fixtures may
> occur.**

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\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

EQUIPMENT AND MATERIALS

**606‑2.1  CURING**. When prewarmed to 77°F (25°C), mixed, and placed in
accordance with manufacturer\'s directions, the materials shall cure at
temperatures of 45°F (7°C) or above without the application of external
heat.

**606-2.2 STORAGE**.  The adhesive components shall not be stored at
temperatures over 86°F (30°C).

**606-2.3 CAUTION**.  Installation and use shall be in accordance with
the manufacturer\'s recommended procedures. Avoid prolonged or repeated
contact with skin.  In case of contact, wash with soap and flush with
water.  If taken internally, call doctor.  Keep away from heat or
flame.  Avoid vapor.  Use in well‑ventilated areas.  Keep in cool
place.  Keep away from children.

**606-2.4 CHARACTERISTICS**.  When mixed and cured in accordance with
the manufacturer\'s directions, the materials shall have the following
properties shown in Table 1.

SAMPLING, INSPECTION, AND TEST PROCEDURES

**606‑3.1  TENSILE PROPERTIES.**  Tests for tensile strength and
elongation shall be conducted in accordance with ASTM D 638.

**606-3.2 EXPANSION.**  Tests for coefficients of linear and cubical
expansion shall be conducted in accordance with ASTM D 1168, Method B,
except that mercury shall be used instead of glycerine.  The test
specimen(s) shall be mixed in the proportions specified by the
manufacturer, and cured in a glass tub approximately 2 inches (50 mm)
long by 3/8 inch (9 mm) in diameter.  The interior of the tube shall be
precoated with a silicone mold release agent.  The hardened sample shall
be removed from the tube and aged at room temperature for 1 week before
conducting the test.  The test temperature range shall be from 35°F
(2°C) to 140°F (60°C).

**606-3.3 TEST FOR DIELECTRIC STRENGTH.**  Test for dielectric strength
shall be conducted in accordance with ASTM D 149 for sealing compounds
to be furnished for sealing electrical wires in pavement.

**TABLE 1. PROPERTY REQUIREMENTS**

  ---------------------- ---------------- ---------------- ----------------
  **Physical or          **Minimum**      **Maximum**      **ASTM Method**
  Electrical Property**                                    

                                                           

  Tensile                                                  

  Portland Cement        1,000 psi                         D 638
  Concrete                                                 

                         (70 kg/sq.cm)                     

  Bituminous Concrete    500 psi                           

                         (35 kg/sq.cm)                     

                                                           

  Elongation                                               

  Portland Cement                         \\1\\            D 638
  Concrete                                                 

  Bituminous Concrete    50%                               D 638

  Coef. of cub. exp.                                       

  cu. cm/cu. cm/degree C 0.00090          0.00120          D 1168

  Coef. of lin. exp.                                       

  cm/cm/degree C         0.00030          0.00040          D 1168

                                                           

  Dielectric strength,                                     

  short time test        350 volts/mil.                    D 149

  Arc resistance         125 secs.                         D 495

  Adhesion to steel      1,000 psi                         

                         (70 kg/sq.cm)                     

                                                           

  Adhesion to portland                                     

  cement concrete        200 psi                           

                         (14 kg/sq.cm)                     

                                                           

  Adhesion to asphalt                                      

  concrete               (no test                          
                         available)                        

                                                           

  \\1\\ 20% or more                                        
  (without filler) for                                     
  formulations to be                                       
  supplied for areas                                       
  subject to freezing.                                     
  ---------------------- ---------------- ---------------- ----------------

**606-3.4 TEST FOR ARC RESISTANCE.**  Test for arc resistance shall be
conducted in accordance with ASTM D 495 for sealing compounds to be
furnished for sealing electrical wires in pavement.

**606-3.5 TEST FOR ADHESION TO STEEL.**  The ends of two smooth, clean,
steel specimens of convenient size (1 inch by 1 inch by 6 inches) (25 by
25 by 150 mm) would be satisfactory when bonded together with adhesive
mixture and allowed to cure at room temperature for a period of time to
meet formulation requirements and then tested to failure on a Riehle (or
similar) tensile tester.  The thickness of adhesive to be tested shall
be 1/4 inch (6 mm).

**606-3.6 ADHESION TO PORTLAND CEMENT CONCRETE**

**a. Concrete Test Block Preparation.**  The aggregate grading shall be
as shown in Table 2.

The coarse aggregate shall consist of crushed rock having a minimum of
75% of the particles with at least one fractured face and having a water
absorption of not more than 1.5%.  The fine aggregate shall consist of
crushed sand manufactured from the same parent rock as the coarse
aggregate.  The concrete shall have a water‑cement ratio of 5.5 gallons
(21 liters) of water per bag of cement, a cement factor of 6, plus or
minus 0.5, bags of cement per cubic yard (0.76 cubic meter) of concrete,
and a slump of 2‑1/2 inches, plus or minus 1/2 inch (60 mm plus or minus
12 mm).  The ratio of fine aggregate to total aggregate shall be
approximately 40% by solid volume.  The air content shall be 5.0%, plus
or minus 0.5%, and it shall be obtained by the addition to the batch of
an air‑entraining admixture such as vinsol resin.  The mold shall be of
metal and shall be provided with a metal base plate.  Means shall be
provided for securing the base plate to the mold.  The assembled mold
and base plate shall be watertight and shall be oiled with mineral oil
before use.  The inside measurement of the mold shall be such that
several 1‑inch by 2‑inch by 3‑inch (25 by 50 by 75 mm) test blocks can
be cut from the specimen with a concrete saw having a diamond blade. 
The concrete shall be prepared and cured in accordance with ASTM C 192.

**TABLE 2. AGGREGATE FOR BOND TEST BLOCKS**

  ---------------------- --------------------------- --------------------
  **Type**               **Sieve Size**              **Percent Passing**

                                                     

  Coarse Aggregate       3/4 inch (19.0 mm)          97 to 100

                         1/2 inch (12.5 mm)          63 to 69

                         3/8 inch (9.5 mm)           30 to 36

                         No. 4 (4.75 mm)             0 to 3

                                                     

  Fine Aggregate         No. 4 (4.75 mm)             100

                         No. 8 (2.36 mm)             82 to 88

                         No. 16 (1.18 mm)            60 to 70

                         No. 30 (600 micro‑m)        40 to 50

                         No. 50 (300 micro‑m)        16 to 26

                         No. 100 (150 micro‑m)       5 to 9
  ---------------------- --------------------------- --------------------

**b. Bond Test.**  Prior to use, oven‑dry the test blocks to constant
weight at a temperature of 220 to 230°F (104°C to 110°C), cool to room
temperature, 73.4 plus or minus 3°F (23°C plus or minus 1.6°C), in a
desiccator, and clean the surface of the blocks of film or powder by
vigorous brushing with a stiff‑bristled fiber brush.  Two test blocks
shall be bonded together on the 1‑inch by 3‑inch (25 by 75 mm) sawed
face with the adhesive mixture and allowed to cure at room temperature
for a period of time to meet formulation requirements and then tested to
failure in a Riehle (or similar) tensile tester.  The thickness of the
adhesive to be tested shall be 1/4 inch (6 mm).

**606-3.7 COMPATIBILITY WITH ASPHALT CONCRETE.**  Test for compatibility
with asphalt in accordance with ASTM D 5329.

**606-3.8 ADHESIVE COMPOUNDS - CONTRACTOR\'S RESPONSIBILITY.**  The
Contractor shall furnish the vendor\'s certified test reports for each
batch of material delivered to the project.  The report shall certify
that the material meets specification requirements and is suitable for
use with **\[portland cement concrete\] \[bituminous concrete\]**
pavements.  The report shall be delivered to the Engineer before
permission is granted for use of the material.  In addition the
Contractor shall obtain a statement from the supplier or manufacturer
that guarantees the material for one year.  The supplier or manufacturer
shall furnish evidence that the material has performed satisfactorily on
other projects.

**606-3.9 APPLICATION.**  Adhesive shall be applied on a dry, clean
surface, free of grease, dust, and other loose particles.  The method of
mixing and application shall be in strict accordance with the
manufacturer\'s recommendations.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **Installation methods such as surface preparation, mixing ratios, and
> pot life are as important to satisfactory performance as the
> properties of the material itself.  Therefore, the Engineer may wish
> to require a manufacturer\'s representative to be present during the
> initial installation of the material to ensure the installation
> procedures are in accordance with the manufacturer\'s directions.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

METHOD OF MEASUREMENT

**606‑4.1** The adhesive compound shall be measured by the **\[pound
(kg)\] \[gallon (l)\]** of adhesive as specified, in place, complete and
accepted.  When required in the installation of an in‑runway lighting
system or portion thereof, no measurement will be made for direct
payment of adhesive, as the cost of furnishing and installing shall be
considered as a subsidiary obligation in the completion of the
installation.

BASIS OF PAYMENT

**606-5.1**  Payment shall be made, where applicable, at the contract
unit price per **\[pound (kg)\] \[gallon (l)\]** for the adhesive.  This
price shall be full compensation for furnishing all materials, and for
all preparation, delivering, and application of these materials, and for
all labor, equipment, tools, and incidentals necessary to complete the
item.

Item P‑606‑5.1 Adhesive Compound ‑ per \[pound (kg)\] \[gallon (l)\]

TESTING REQUIREMENTS

ASTM C 192 Making and Curing Concrete Compression and Flexure Test
Specimens in the Laboratory.

ASTM D 149 Tests for Dielectric Breakdown Voltage and Dielectric
Strength of Electrical Insulating Materials at Commercial Power
Frequencies.

ASTM D 495 Test for High‑Voltage, Low‑Current, Dry Arc Resistance of
Solid Electrical Insulation Materials

ASTM D 638 Test for Tensile Properties of Plastics

ASTM D 1168 Test for Hydrocarbon Waxes Used for Electrical Insulation

ASTM D 5329 Joint Sealants, Hot‑poured, for Concrete and Asphalt
Pavements

**END OF ITEM P-606**

### **ITEM P-609 SEAL COATS AND BITUMINOUS SURFACE TREATMENTS**

DESCRIPTION

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **GENERAL NOTE: Although this type of surface sealant is approved for
> use on general aviation airports, we remind the user that this method
> of treatment may leave excessive amounts of loose aggregate on the
> surface of the pavement.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

**609-1.1**  This item shall consist of a bituminous surface treatment
as  a wearing course composed of **\[a single application\]\[multiple
applications\]** of bituminous material and aggregate cover placed on
the prepared primed base or properly cured wearing surface, in
accordance with these specifications, and shall conform to the
dimensions and typical cross section shown on the plans.

**609-1.2 QUANTITIES OF MATERIALS PER SQUARE YARD.**  The approximate
amounts of materials per square yard (square meter) for the bituminous
surface treatment shall be as provided in Table 1 for the treatment
specified on the plans or in the special provision.  The exact amounts
to be used shall be determined by the Engineer.

**TABLE 1. QUANTITIES OF MATERIALS**

+-----------+---+--------------+----+---------------+---------------+
| **Appl    | * |              | ** |               | **Type of     |
| ication** | * |              | Qu |               | Asphalt^1^**  |
|           | Q |              | an |               |               |
| **No.**   | u |              | ti |               |               |
|           | a |              | ty |               |               |
|           | n |              | of |               |               |
|           | t |              | A  |               |               |
|           | i |              | sp |               |               |
|           | t |              | ha |               |               |
|           | y |              | lt |               |               |
|           | o |              | ** |               |               |
|           | f |              |    |               |               |
|           | A |              | ** |               |               |
|           | g |              | ga |               |               |
|           | g |              | l/ |               |               |
|           | r |              | sq |               |               |
|           | e |              | yd |               |               |
|           | g |              | (  |               |               |
|           | a |              | l/ |               |               |
|           | t |              | sq |               |               |
|           | e |              | m) |               |               |
|           | * |              | ** |               |               |
|           | * |              |    |               |               |
|           |   |              |    |               |               |
|           | * |              |    |               |               |
|           | * |              |    |               |               |
|           | l |              |    |               |               |
|           | b |              |    |               |               |
|           | / |              |    |               |               |
|           | s |              |    |               |               |
|           | q |              |    |               |               |
|           | y |              |    |               |               |
|           | d |              |    |               |               |
|           | ( |              |    |               |               |
|           | k |              |    |               |               |
|           | g |              |    |               |               |
|           | / |              |    |               |               |
|           | s |              |    |               |               |
|           | q |              |    |               |               |
|           | m |              |    |               |               |
|           | ) |              |    |               |               |
|           | * |              |    |               |               |
|           | * |              |    |               |               |
+-----------+---+--------------+----+---------------+---------------+
| 1         |   | 40-50        |    | 0.35-0.45     | Asphalt       |
|           |   |              |    |               | Cement        |
|           |   | (21.7-27.1)  |    | (1.58-20.3)   |               |
+-----------+---+--------------+----+---------------+---------------+
|           |   |              |    | 0.40-0.50     | Emulsified    |
|           |   |              |    |               | Asphalt       |
|           |   |              |    | (1.81-2.26)   |               |
+-----------+---+--------------+----+---------------+---------------+
| 2         |   | 20-25        |    | 0.15-0.25     | Asphalt       |
|           |   |              |    |               | Cement        |
|           |   | (10.9-13.6)  |    | (0.68-1.13)   |               |
+-----------+---+--------------+----+---------------+---------------+
|           |   |              |    | 0.20-0.35     | Emulsified    |
|           |   |              |    |               | Asphalt       |
|           |   |              |    | (0.90-1.58)   |               |
+-----------+---+--------------+----+---------------+---------------+
| 3         |   | 15-20        |    | 0.15-0.20     | Emulsified    |
|           |   |              |    |               | Asphalt       |
|           |   | (8.1-10.9)   |    | (0.68-0.90)   |               |
+-----------+---+--------------+----+---------------+---------------+

^1^ See Table 3 for grades of asphalt and spraying temperatures.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **The quantities of asphalt shown in Table 1 cover the average range
> of conditions that include primed granular bases and old pavement
> surfaces.  The quantities and types of materials should take into
> consideration local conditions and experience.**
>
> **The lower application rates shown in Table 1 should be used for
> aggregate having gradations on the fine side of the specified limits. 
> The higher application rates should be used for aggregate having
> gradations on the coarse side of the specified limits.**
>
> **The asphalt content selected should reflect the condition of the
> pavement.  If the pavement is highly oxidized, badly cracked, or
> coarse more asphalt should be used.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

MATERIALS

**609‑2.1  AGGREGATE MATERIALS.**  The aggregate material shall be
either crushed stone, crushed gravel, or crushed slag.  The cover
material shall be screenings; sand may be used when specified.

If the material is to be crushed stone, it shall be manufactured from
sound, hard, durable rock of accepted quality and crushed to
specification size.  All strata, streaks, and pockets of clay, dirt,
sandstone, soft rock, or other unsuitable material accompanying the
sound rock shall be discarded and not allowed to enter the crusher.

If the material is to be crushed gravel, it shall consist of hard,
durable, fragments of stone or gravel of accepted quality and crushed to
specification size.  All strata, streaks, and pockets of sand,
excessively fine gravel, clay, or other unsuitable material including
all stones, rocks, and boulders of inferior quality shall be discarded
and not allowed to enter the crusher.  The crushing of the gravel shall
result in a product in which the material retained on the separate No.
4, 3/8 inch, and 1/2 inch (4.75 mm, 9 mm, and 12 mm) sieves shall have
at least 75% of particles with at least one fractured face.

Crushed slag shall be air‑cooled, blast furnace slag, reasonably 
uniform in density and quality, and shall weigh not less than 70 pounds
per cubic foot (1.12 mg/cubic meter) as determined by ASTM C 29.

The crushed aggregate shall not contain more than 8%, by weight, of
elongated or flat pieces and shall be free from wood, roots, vegetable,
organic, or other extraneous matter.  The crushed coarse aggregate shall
have a percentage of wear not more than 40 at 500 revolutions, as
determined by ASTM C 131.

The aggregate shall show no evidence of disintegration or show a total
loss greater than 12% when subjected to five cycles of the sodium
sulphate accelerated soundness test specified in ASTM C 88.

The crushed aggregate for the applications shall meet the requirements
for gradation given in Table 2 when tested in accordance with ASTM C
136.

TABLE 2. REQUIREMENTS FOR GRADATION OF AGGREGATE

+-----------------------------------+-----------------------------------+
| Aggregate for first application   |                                   |
+-----------------------------------+-----------------------------------+
| Sieve Designation                 | Percentage by Weight              |
|                                   |                                   |
| (square openings)                 | Passing Sieves                    |
|                                   |                                   |
| 1 inch (25.0 mm)                  | 100                               |
|                                   |                                   |
| 3/4 inch (19.0 mm)                | 90‑100                            |
|                                   |                                   |
| 1/2 inch (12.5 mm)                | 20‑55                             |
|                                   |                                   |
| 3/8 inch (9.5 mm)                 | 0‑15                              |
|                                   |                                   |
| No. 4 (4.75 mm)                   | 0‑5                               |
+-----------------------------------+-----------------------------------+
| Aggregate for second application  |                                   |
+-----------------------------------+-----------------------------------+
| Sieve Designation                 | Percentage by Weight              |
|                                   |                                   |
| (square openings)                 | Passing Sieves                    |
|                                   |                                   |
| 1/2 inch (12.5 mm)                | 100                               |
|                                   |                                   |
| 3/8 inch (9.5 mm)                 | 85‑100                            |
|                                   |                                   |
| No. 4 (4.75 mm)                   | 10‑30                             |
|                                   |                                   |
| No. 8 (2.36 mm)                   | 0‑10                              |
|                                   |                                   |
| No. 16 (1.18 mm)                  | 0‑5                               |
+-----------------------------------+-----------------------------------+
| Aggregate for third application   |                                   |
+-----------------------------------+-----------------------------------+
| Sieve Designation                 | Percentage by Weight              |
|                                   |                                   |
| (square openings)                 | Passing Sieves                    |
|                                   |                                   |
| 3/8 inch (9.5 mm)                 | 100                               |
|                                   |                                   |
| 1/4 inch (6.2 mm)                 | 90‑100                            |
|                                   |                                   |
| No. 4 (4.75 mm)                   | 60‑85                             |
|                                   |                                   |
| No. 8 (2.36 mm)                   | 0‑25                              |
|                                   |                                   |
| No. 16 (1.18 mm)                  | 0‑5                               |
|                                   |                                   |
| No. 200 (0.075 mm)                | 0‑2                               |
+-----------------------------------+-----------------------------------+

The gradations in the table represent the limits that shall determine
suitability of aggregate for use for the specified applications from the
sources of supply.  The final gradations decided on, within the limits
designated in the table, shall be uniformly graded from coarse to fine.

The cover aggregate used in the third application shall be a
light‑colored material whose color and reflectivity shall be approved by
the Engineer.

The aggregate to be used shall show no evidence of stripping or swell
when tested in accordance with AASHTO T 182.  The use of antistrip
agents for the control of stripping shall be used if necessary.

**609-2.2 BITUMINOUS MATERIAL.**  The types, grades, controlling
specifications, and application temperatures for the bituminous
materials are shown in Table 3.  The Engineer shall designate the
specific material to be used.

**TABLE 3. BITUMINOUS MATERIALS**

+---------------------+---+----------------+---+---------+---+----------+
| Type and Grade      | S |                | S |         |   |          |
|                     | p |                | p |         |   |          |
|                     | e |                | r |         |   |          |
|                     | c |                | a |         |   |          |
|                     | i |                | y |         |   |          |
|                     | f |                | i |         |   |          |
|                     | i |                | n |         |   |          |
|                     | c |                | g |         |   |          |
|                     | a |                | T |         |   |          |
|                     | t |                | e |         |   |          |
|                     | i |                | m |         |   |          |
|                     | o |                | p |         |   |          |
|                     | n |                | e |         |   |          |
|                     |   |                | r |         |   |          |
|                     |   |                | a |         |   |          |
|                     |   |                | t |         |   |          |
|                     |   |                | u |         |   |          |
|                     |   |                | r |         |   |          |
|                     |   |                | e |         |   |          |
|                     |   |                | ^ |         |   |          |
|                     |   |                | 1 |         |   |          |
|                     |   |                | ^ |         |   |          |
+---------------------+---+----------------+---+---------+---+----------+
|                     |   |                | D |         | D |          |
|                     |   |                | e |         | e |          |
|                     |   |                | g |         | g |          |
|                     |   |                | . |         | . |          |
|                     |   |                | F |         | C |          |
+---------------------+---+----------------+---+---------+---+----------+
| Asphalt Cement      |   | ASTM D 3381    |   | 275+    |   | 135+     |
|                     |   |                |   |         |   |          |
| AC 2.5, AC‑5        |   | ASTM D 3381    |   | 280+    |   | 140+     |
|                     |   |                |   |         |   |          |
|   AR‑1000, 2000     |   | ASTM D 946     |   | 270+    |   | 130+     |
|                     |   |                |   |         |   |          |
|   120‑150, 200‑300  |   | ASTM D 977     |   | 70‑140  |   | 20‑60    |
|                     |   |                |   |         |   |          |
| Emulsified Asphalt  |   | ASTM D 977     |   | 125-175 |   | 50‑80    |
|                     |   |                |   |         |   |          |
|   RS‑1              |   | ASTM D 977     |   | 70-160  |   | 20‑70    |
|                     |   |                |   |         |   |          |
|   RS‑2              |   | ASTM D 2397    |   | 125-175 |   | 50‑80    |
|                     |   |                |   |         |   |          |
|   MS‑1, HFMS‑1      |   | ASTM D 2397    |   | 125-175 |   | 50‑80    |
|                     |   |                |   |         |   |          |
|   CRS‑1             |   |                |   |         |   |          |
|                     |   |                |   |         |   |          |
|   CRS‑2             |   |                |   |         |   |          |
+---------------------+---+----------------+---+---------+---+----------+

^1^ The maximum temperature for asphalt cements shall be below that at
which fogging occurs.

CONSTRUCTION METHODS

**609-3.1 WEATHER LIMITATIONS.**  Bituminous material shall be applied
only when the existing surface is dry and the atmospheric temperature is
above 60°F (15°C).  No material shall be applied when rain is imminent
or when dust or sand is blowing.

**609-3.2 OPERATION OF PITS AND QUARRIES.**  The aggregate material
shall be obtained from sources approved by the engineer.  The Contractor
shall make all necessary arrangements for obtaining the material, and
all work involved in clearing and stripping pits or quarries and
handling unsuitable material shall be performed by the Contractor at
his/her own expense.  The material in the pits shall be handled so that
a uniform and satisfactory product shall be secured.  Unless otherwise
directed, pits shall be adequately drained and shall be left in a neat
and presentable condition with all slopes dressed uniformly.  Quarries
shall be left as neat and presentable as practicable.

**609-3.3 EQUIPMENT AND TOOLS.**  The Contractor shall furnish all
equipment, tools, and machines necessary for the performance of the
work.

**a. Pressure Distributor.**  The distributor shall be designed,
equipped, maintained, and operated so that bituminous material at even
heat may be applied uniformly on variable widths of surface at the
specified rate.  The allowable variation from the specified rate shall
not exceed 10 percent. Distributor equipment shall include a tachometer,
pressure gages, volume‑measuring devices or a calibrated tank, and a
thermometer for measuring temperatures of tank contents.  The
distributor shall be self‑powered and shall be equipped with a power
unit for the pump and full circulation spray bars adjustable laterally
and vertically.

**b. Aggregate Spreader.**  The aggregate spreader shall be a
self‑propelled mechanical spreader or truck‑attached mechanical spreader
capable of uniformly distributing aggregate at the specified rates.

**c. Roller.**  The roller shall be a pneumatic‑tired roller with an
effective rolling width of at least 60 inches (152 cm) and capable of
exerting a minimum contact pressure of 40 pounds per square inch
(280,000 newtons per square meter).

**d. Power Broom.**  A power broom and/or blower shall be provided for
removing loose material from the surface to be treated.

**609-3.4 PREPARING UNDERLYING COURSE.**  The surface of the underlying
course shall be prepared, shaped, and conditioned to a uniform grade and
section, as shown on the plans and as specified.  Loose dirt and other
objectionable material shall be removed from the surface.

On those type of bases where a prime coat is required and specified, the
prime shall be applied and satisfactorily cured before starting the
bituminous surface treatment.

When specified, the Contractor shall be required to patch, with premixed
material, any holes or other malformations deviating from the true cross
section and grade.  The premixed material shall be made of the
bituminous material specified in the proposal or plans and prepared by
the method as directed by the Engineer.  All small patches shall be
thoroughly hand tamped while the large patches shall be rolled with a
power or pneumatic roller.

**609-3.5 APPLICATION OF BITUMINOUS MATERIAL.**  Bituminous material
shall be applied upon the properly prepared surface at the rate and
temperature specified using a pressure distributor to obtain uniform
distribution at all points.  To insure proper drainage, the strips shall
begin along the centerline of the pavement on a crowned section or on
the high side of the pavement with a one‑way slope.  During all
applications, the surfaces of adjacent structures shall be protected in
such manner as to prevent their being spattered or marred.  Bituminous
materials shall not be discharged into borrow pits or gutters or upon
the airport area.

**609-3.6 APPLICATION OF AGGREGATE MATERIAL.**  Immediately after the
application of the bituminous material or when directed, the aggregates
at the rate specified for each designated application shall be spread
uniformly over the bituminous material.  Trucks spreading aggregate
shall be operated backward so that the bituminous material will be
covered before the truck wheels pass over it.  The aggregate shall be
spread in the same width of application as the bituminous material and
shall not be applied in such thickness as to cause blanketing. 
Back‑spotting or sprinkling of additional aggregate material, and
pouring additional  bituminous material over areas that show up having
insufficient cover or bitumen, shall be done by hand whenever
necessary.  Additional spreading of aggregate material shall be done by
means of a motor‑patrol grader equipped with broom moldboard, a broom
drag, or a power broom, as directed by the Engineer.

Immediately after spreading each application, the aggregate shall be
rolled.  The rolling shall be continued until no more aggregate material
can be worked into the surface.  In the construction of the second and
third application, blading with the wire‑broom moldboard attachment or
broom dragging shall begin as soon as possible after the rolling has
started and after the surface has set sufficiently to prevent excessive
marking.  Further blading and rolling on the strip being placed and on
adjacent strips previously placed, shall be done as often as necessary
to keep the aggregate material uniformly distributed.  These operations
shall be continued until the surface is evenly covered and cured to the
satisfaction of the Engineer.

Succeeding applications shall not be applied until the preceding
application has set and in no case until at least 24 hours have
elapsed.  If dust, dirt, or other foreign matter accumulates on the
surface between the applications, the Contractor shall be required to
sweep and clean the surface as specified herein.  The bituminous
material and the aggregate shall be spread upon the clean and properly
cured surface and handled as required.  Extreme care shall be taken in
all applications to avoid brooming or tracking dirt or any foreign
matter on any portion of the pavement surface under construction.

All surplus aggregate from the final application shall be swept off the
surface and removed prior to final acceptance of the work.

**609-3.7 CORRECTION OF DEFECTS.**  Any defects, such as raveling, low
centers, lack of uniformity, or other imperfections caused by faulty
workmanship, shall be corrected immediately to the satisfaction of the
Engineer.

All defective materials resulting from over‑heating, improper handling,
or application shall be removed by the Contractor and replaced with
approved materials as provided for in these specifications.

**609-3.8 BITUMINOUS MATERIAL CONTRACTOR\'S RESPONSIBILITY.**  Samples
of the bituminous materials that the Contractor proposes to use,
together with a statement as to their source and character, shall be
submitted and approval obtained before use of such materials begins.

The Contractor shall furnish vendor\'s certified test reports for each
carload, or equivalent, of bitumen shipped to the project.  The report
shall be delivered to the Engineer before permission is granted for use
of the material.  The furnishing of the vendor\'s certified test report
for the bituminous material shall not be interpreted as a basis for
final acceptance.  All such test reports shall be subject to
verification by testing sample materials as received for use on the
project.

**609-3.9 FREIGHT AND WEIGH BILLS.**  Before the final estimate is
allowed the Contractor shall file with the Engineer receipted bills
where railroad shipments are made, and certified weight bills when
materials are received in any other manner, of the bituminous and
covering materials actually used in the construction covered by the
contract.  The Contractor shall not remove bituminous material from the
tank car or storage tank until the initial outage and temperature
measurements have been taken by the Engineer, nor shall the car or tank
be released until the final outage has been taken by the Engineer.

Copies of all freight bills and weigh bills shall be furnished to the
Engineer during the progress of the work.

METHOD OF MEASUREMENT

**609-4.1**  The bituminous material shall be measured by the
**\[gallon(liter)\]\[ton (kg)\]**.  Volume shall be corrected to the
volume at 60°F (15°C) in accordance with ASTM D 1250 for cutback asphalt
and Table IV‑3 of The Asphalt Institute\'s Manual MS‑6 for emulsified
asphalt.  Water added to emulsified asphalt will not be measured for
payment.

**609-4.2**  The quantity of aggregate materials for the first
application to be paid for shall be the number of tons (kg) of aggregate
used for the accepted work.

**609-4.3**  The quantity of aggregate material for the second
application to be paid for shall be the number of tons (kg) of aggregate
used for the accepted work.

**609-4.4**  The quantity of aggregate material for the third
application to be paid for shall be the number of tons (kg) of aggregate
used for the accepted work.

BASIS OF PAYMENT

**609-5.1**  Payment shall be made at the contract unit price per
**\[gallon\]\[ton\]** for bituminous material for surface treatment and
per ton for the first, second and third aggregate application.  These
prices shall be full compensation for furnishing all materials and for
all preparation, hauling and application of the materials, and for all
labor, equipment, tools, and incidentals necessary to complete the item.

Payment will be made under:

  ------------------ ----------------------------------------------------
  Item P‑609‑5.1     Bituminous Material---per **\[gallon (liter)\]\[ton
                     (kg)\]**

                     

  Item P‑609‑5.2     First Application Aggregate---per ton (kg)

                     

  Item P‑609‑5.3     Second Application Aggregate---per ton (kg)

                     

  Item P‑609‑5.4     Third Application Aggregate---per ton (kg)
  ------------------ ----------------------------------------------------

TESTING REQUIREMENTS

  ------------------ ----------------------------------------------------
  ASTM C 29          Unit Weight of Aggregate

                     

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

                     

  ASTM C 131         Resistance to Abrasion of Small Size Coarse
                     Aggregate by Use of the Los Angeles Machine

                     

  ASTM C 136         Sieve Analysis of Fine and Coarse Aggregates

                     

  AASHTO T 182       Coating and Stripping of Bitumen-Aggregate Mixtures
  ------------------ ----------------------------------------------------

MATERIAL REQUIREMENTS

  ------------------ ----------------------------------------------------
  ASTM D 946         Penetration‑Graded Asphalt‑Cement for Use in
                     Pavement Construction

                     

  ASTM D 977         Emulsified Asphalt

                     

  ASTM D 1250        Petroleum Measurement Tables

                     

  ASTM D 2397        Cationic Emulsified Asphalt

                     

  ASTM D 3381        Viscosity‑Graded Asphalt‑Cement for Use in Pavement
                     Construction

                     

  Asphalt Institute  Asphalt Pocketbook of Useful Information
  Manual MS-6 Table  (Temperature-Volume Corrections for Emulsified
  IV-3               Asphalts)
  ------------------ ----------------------------------------------------

END OF ITEM P-609

### **ITEM P-610 STRUCTURAL PORTLAND CEMENT CONCRETE**

DESCRIPTION

**610-1.1**  This item shall consist of **\[plain\]\[reinforced\]**
structural portland cement concrete, prepared and constructed in
accordance with these specifications, at the locations and of the form
and dimensions shown on the plans.

MATERIALS

**610-2.1 GENERAL.**  Only approved materials, conforming to the
requirements of these specifications, shall be used in the work.  They
may be subjected to inspection and tests at any time during the progress
of their preparation or use.  The source of supply of each of the
materials shall be approved by the Engineer before delivery or use is
started.  Representative preliminary samples of the materials shall be
submitted by the Contractor, when required, for examination and test. 
Materials shall be scored and handled to insure the preservation of
their quality and fitness for use and shall be located to facilitate
prompt inspection.  All equipment for handling and transporting
materials and concrete must be clean before any material or concrete is
placed therein.

In no case shall the use of pit‑run or naturally mixed aggregates be
permitted.  Naturally mixed aggregate shall be screened and washed, and
all fine and coarse aggregates shall be stored separately and kept
clean.  The mixing of different kinds of aggregates from different
sources in one storage pile or alternating batches of different
aggregates will not be permitted.

Aggregates shall be tested for deleterious reactivity with alkalies in
the cement that may cause excessive expansion of the concrete.
Acceptance of aggregates shall be based upon satisfactory evidence
furnished by the Contractor that the aggregates, combined with other
mixture constituents, do not produce excessive expansion in the
concrete. This evidence shall include service records of concrete of
comparable properties under similar conditions or exposure and certified
records of tests by a testing laboratory that meets the requirements of
ASTM C 1077. Tests shall be made in accordance with ASTM C 1260. Test
specimens shall be produced using all components (e.g. coarse aggregate,
fine aggregate, cement and fly ash...) to be included in the produced
concrete. If the mean expansion of the test specimens, tested in
accordance with ASTM C 1260, does not exceed 0.10 % at 16 days from
casting the aggregates shall be accepted. If the mean expansion at 16
days is greater than 0.10% but less than 0.15%, the aggregate may be
accepted based upon satisfactory service records and acceptance of the
aggregate by a State Highway Department specifically addressing
Alkali-Silica Reactivity. If the expansion is greater than 0.15%, the
aggregate shall not be accepted for use.

**610-2.2 COARSE AGGREGATE.**  The coarse aggregate for concrete shall
meet the requirements of ASTM C 33. Crushed stone aggregate shall have a
durability factor, as determined by ASTM C 666, greater than or equal to
95. The Engineer may consider and reserve final approval of other State
classification procedures addressing aggregate durability.

Coarse aggregate shall be well graded from coarse to fine and shall meet
one of the gradations shown in Table 1, using ASTM C 136.

**610-2.3 FINE AGGREGATE.**  The fine aggregate for concrete shall meet
the requirements of ASTM C 33.

The fine aggregate shall be well graded from fine to coarse and shall
meet the requirements of Table 2 when tested in accordance with ASTM C
136:

**TABLE 1. GRADATION FOR COARSE AGGREGATE**

  ------------------------- ------------ -------- -------- --------- --------- --------- ------
  Sieve Designation (square Percentage                                                   
  openings)                 by Weight                                                    
                            Passing                                                      
                            Sieves                                                       

                            2"           1-1/2"   1"       3/4\'\'   1/2\'\'   3/8\'\'   No.4

  No. 4 to 3/4 in.                                100      90-100              20-55     0-10
  (4.75‑19.0 mm)                                                                         

  No. 4 to 1 in. (4.75‑25.0              100      90-100             25-60               0-10
  mm)                                                                                    

  No. 4 to 1‑1/2 in.        100          95-100            35-70               10-30     0-5
  (4.75‑38.1 mm)                                                                         

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

**TABLE 2. GRADATION FOR FINE AGGREGATE**

+-------------------------------------+----------+--------------------+
| Sieve Designation                   | Pe       |                    |
|                                     | rcentage |                    |
| (square openings)                   | by       |                    |
|                                     | Weight   |                    |
|                                     |          |                    |
|                                     | Passing  |                    |
|                                     | Sieves   |                    |
+-------------------------------------+----------+--------------------+
| 3/8 inch (9.5 mm)                   |          | 100                |
|                                     |          |                    |
| No. 4 (4.75 mm)                     |          | 95-100             |
|                                     |          |                    |
| No. 16 (1.18 mm)                    |          | 45-80              |
|                                     |          |                    |
| No. 30 (0.60 mm)                    |          | 25-55              |
|                                     |          |                    |
| No. 50 (0.30 mm)                    |          | 10-30              |
|                                     |          |                    |
| No. 100 (0.15 mm)                   |          | 2-10               |
+-------------------------------------+----------+--------------------+

Blending will be permitted, if necessary, in order to meet the gradation
requirements for fine aggregate.  Fine aggregate deficient in the
percentage of material passing the No. 50 mesh sieve may be accepted,
provided that such deficiency does not exceed 5% and is remedied by the
addition of pozzolanic or cementitious materials other than portland
cement, as specified in 610‑2.6 on admixtures, in sufficient quantity to
produce the required workability as approved by the Engineer.

**610-2.4 CEMENT.**  Cement shall conform to the requirements of **\[
\]** Type **\[ \]**.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **The Engineer shall specify one of the following:  ASTM C 150 ‑ Type
> I, IA, II, IIA, III, IIIA; ASTM C 595 ‑ Type IP, IP‑A, IS, IS‑A.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

The Contractor shall furnish vendors\' certified test reports for each
carload, or equivalent, of cement shipped to the project.  The report
shall be delivered to the Engineer before permission to use the cement
is granted.  All such test reports shall be subject to verification by
testing sample materials received for use on the project.

**610-2.5 WATER.**  The water used in concrete shall be free from
sewage, oil, acid, strong alkalies, vegetable matter, and clay and
loam.  If the water is of questionable quality, it shall be tested in
accordance with AASHTO T 26.

**610-2.6 ADMIXTURES.**  The use of any material added to the concrete
mix shall be approved by the Engineer.  Before approval of any material,
the Contractor shall be required to submit the results of complete
physical and chemical analyses made by an acceptable testing
laboratory.  Subsequent tests shall be made of samples taken by the
Engineer from the supply of the material being furnished or proposed for
use on the work to determine whether the admixture is uniform in quality
with that approved.

Pozzolanic admixtures shall be fly ash or raw or calcined natural
pozzolons meeting the requirements of ASTM C 618.

Air‑entraining admixtures shall meet the requirements of ASTM C 260. 
Air‑entraining admixtures shall be added at the mixer in the amount
necessary to produce the specified air content.

Water‑reducing, set‑controlling admixtures shall meet the requirements
of ASTM C 494, Type A, water‑reducing or Type D, water‑reducing and
retarding.  Water‑reducing admixtures shall be added at the mixer
separately from air‑entraining admixtures in accordance with the
manufacturer\'s printed instructions.

**610-2.7 PREMOLDED JOINT MATERIAL.**  Premolded joint material for
expansion joints shall meet the requirements of ASTM **\[ \].**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **The Engineer shall designate either ASTM D 1751 or ASTM D 1752.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

**610‑2.8  JOINT FILLER.**  The filler for joints shall meet the
requirements of Item P‑605, unless otherwise specified in the proposal.

**610-2.9 STEEL REINFORCEMENT.**  Reinforcing shall consist of **\[ \]**
conforming to the requirements of **\[ \].**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **The Engineer shall designate one of the following:**

  ------------------------------------------ ----------------------------
  **Welded Steel Wire Fabric**               **ASTM A 185**

  **Welded Deformed Steel Fabric**           **ASTM A 497**

  **Bar Mars**                               **ASTM A 184 or A 704**
  ------------------------------------------ ----------------------------

> **Delete this section when not applicable to the project.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

**610‑2.10  COVER MATERIALS FOR CURING.**  Curing materials shall
conform to one of the following specifications:

  -------------------------------------------------- --------------------
  Waterproof paper for curing concrete               ASTM C 171

  Polyethylene Sheeting for Curing Concrete          ASTM C 171

  Liquid Membrane-Forming Compounds for Curing       ASTM C 309, Type 2
  Concrete                                           
  -------------------------------------------------- --------------------

CONSTRUCTION METHODS

**610-3.1 GENERAL.**  The Contractor shall furnish all labor, materials,
and services necessary for, and incidental to, the completion of all
work as shown on the drawings and specified herein.  All machinery and
equipment owned or controlled by the Contractor, which he proposes to
use on the work, shall be of sufficient size to meet the requirements of
the work, and shall be such as to produce satisfactory work; all work
shall be subject to the inspection and approval of the Engineer.

**610-3.2 CONCRETE COMPOSITION.**  The concrete shall develop a
compressive strength of **\[ \]** psi in 28 days as determined by test
cylinders made in accordance with ASTM C 31 and tested in accordance
with ASTM C 39.  The concrete shall contain not less than 470 pounds of
cement per cubic yard (280 kg per cubic meter).  The concrete shall
contain 5 percent of entrained air, plus or minus 1 percent, as
determined by ASTM C 231 and shall have a slump of not more than 4
inches (10 cm) as determined by ASTM C 143.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **The Engineer shall designate the compressive strength.  The minimum
> allowable strength is 3000 psi (20670 kg).**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

**610‑3.3  ACCEPTANCE SAMPLING AND TESTING.**  Concrete for each
structure will be accepted on the basis of the compressive strength
specified in paragraph 3.2.  The concrete shall be sampled in accordance
with ASTM C 172.  Compressive strength specimens shall be made in
accordance with ASTM C 31 and tested in accordance with ASTM C 39.

Concrete cylindrical test specimens shall be made in accordance with
ASTM C 31 and tested in accordance with ASTM C 39.  The Contractor shall
cure and store the test specimens under such conditions as directed. 
The Engineer will make the actual tests on the specimens at no expense
to the Contractor.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **Depending upon the project size and number of structures per day, it
> may be necessary to determine a Lot size and test frequency for
> acceptance of concrete under Item P-610.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

**610-3.4 PROPORTIONING AND MEASURING DEVICES.**  When package cement is
used, the quantity for each batch shall be equal to one or more whole
sacks of cement.  The aggregates shall be measured separately by
weight.  If aggregates are delivered to the mixer in batch trucks, the
exact amount for each mixer charge shall be contained in each batch
compartment.  Weighing boxes or hoppers shall be approved by the
Engineer and shall provide means of regulating the flow of aggregates
into the batch box so that the required and exact weight of aggregates
can be readily obtained.

**610-3.5 CONSISTENCY.**  The consistency of the concrete shall be
checked by the slump test specified in ASTM C 143.

**610-3.6 MIXING.**  Concrete may be mixed at the construction site, at
a central point, or wholly or in part in truck mixers.  The concrete
shall be mixed and delivered in accordance with the requirements of ASTM
C 94.

**610-3.7 MIXING CONDITIONS.**  The concrete shall be mixed only in
quantities required for immediate use.  Concrete shall not be mixed
while the air temperature is below 40°F (4°C) without permission of the
Engineer.  If permission is granted for mixing under such conditions,
aggregates or water, or both, shall be heated and the concrete shall be
placed at a temperature not less than 50°F (10°C) nor more than 100°F
(38°C).  The Contractor shall be held responsible for any defective
work, resulting from freezing or injury in any manner during placing and
curing, and shall replace such work at his/her expense.

Retempering of concrete by adding water or any other material shall not
be permitted.

The delivery of concrete to the job shall be in such a manner that
batches of concrete will be deposited at uninterrupted intervals.

**610-3.8 FORMS**.  Concrete shall not be placed until all the forms and
reinforcements have been inspected and approved by the Engineer.  Forms
shall be of suitable material and shall be of the type, size, shape,
quality, and strength to build the structure as designed on the plans. 
The forms shall be true to line and grade and shall be mortar‑tight and
sufficiently rigid to prevent displacement and sagging between
supports.  The Contractor shall bear responsibility for their adequacy. 
The surfaces of forms shall be smooth and free from irregularities,
dents, sags, and holes.

The internal ties shall be arranged so that, when the forms are removed,
no metal will show in the concrete surface or discolor the surface when
exposed to weathering.  All forms shall be wetted with water or with a
non-staining mineral oil, which shall be applied shortly before the
concrete is placed.  Forms shall be constructed so that they can be
removed without injuring the concrete or concrete surface.  The forms
shall not be removed before the expiration of at least 30 hours from
vertical faces, walls, slender columns, and similar structures; forms
supported by falsework under slabs, beams, girders, arches, and similar
construction shall not be removed until tests indicate that at least 60%
of the design strength of the concrete has developed.

**610-3.9 PLACING REINFORCEMENT.**  All reinforcement shall be
accurately placed, as shown on the plans, and shall be firmly held in
position during concreting.  Bars shall be fastened together at
intersections.  The reinforcement shall be supported by approved metal
chairs.  Shop drawings, lists, and bending details shall be supplied by
the Contractor when required.

**610-3.10 EMBEDDED ITEMS.**  Before placing concrete, any items that
are to be embedded shall be firmly and securely fastened in place as
indicated.  All such items shall be clean and free from coating, rust,
scale, oil, or any foreign matter.  The embedding of wood shall be
avoided.  The concrete shall be spaded and consolidated around and
against embedded items.

**610-3.11 PLACING CONCRETE.**  All concrete shall be placed during
daylight, unless otherwise approved.  The concrete shall not be placed
until the depth and character of foundation, the adequacy of forms and
falsework, and the placing of the steel reinforcing have been approved. 
Concrete shall be placed as soon as practical after mixing and in no
case later than 1 hour after water has been added to the mix.  The
method and manner of placing shall be such to avoid segregation and
displacement of the reinforcement.  Troughs, pipes, and chutes shall be
used as an aid in placing concrete when necessary.  Dropping the
concrete a distance of more than 5 feet (1.5 m), or depositing a large
quantity at one point, will not be permitted.  Concrete shall be placed
upon clean, damp surfaces, free from running water, or upon properly
consolidated soil.

The concrete shall be compacted with suitable mechanical vibrators
operating within the concrete.  When necessary, vibrating shall be
supplemented by hand spading with suitable tools to assure proper and
adequate compaction.  Vibrators shall be manipulated so as to work the
concrete thoroughly around the reinforcement and embedded fixtures and
into corners and angles of the forms.  The vibration at any joint shall
be of sufficient duration to accomplish compaction but shall not be
prolonged to the point where segregation occurs.  Concrete deposited
under water shall be carefully placed in a compact mass in its final
position by means of a tremie, a closed bottom dump bucket, or other
approved method and shall not be disturbed after being deposited.

**610-3.12 CONSTRUCTION JOINTS.**  When the placing of concrete is
suspended, necessary provisions shall be made for joining future work
before the placed concrete takes its initial set.  For the proper
bonding of old and new concrete, such provisions shall be made for
grooves, steps, keys, dovetails, reinforcing bars or other devices as
may be prescribed.  The work shall be arranged so that a section begun
on any day shall be finished during daylight of the same day.  Before
depositing new concrete on or against concrete that has hardened, the
surface of the hardened concrete shall be cleaned by a heavy steel
broom, roughened slightly, wetted, and covered with a neat coating of
cement paste or grout.

**610-3.13 EXPANSION JOINTS.**  Expansion joints shall be constructed at
such points and of such dimensions as may be indicated on the drawings. 
The premolded filler shall be cut to the same shape as that of the
surfaces being joined.  The filler shall be fixed firmly against the
surface of the concrete already in place in such manner that it will not
be displaced when concrete is deposited against it.

**610-3.14 DEFECTIVE WORK.**  Any defective work discovered after the
forms have been removed shall be immediately removed and replaced.  If
any dimensions are deficient, or if the surface of the concrete is
bulged, uneven, or shows honeycomb, which in the opinion of the Engineer
cannot be repaired satisfactorily, the entire section shall be removed
and replaced at the expense of the Contractor.

**610-3.15 SURFACE FINISH.**  All exposed concrete surfaces shall be
true, smooth, and free from open or rough spaces, depressions, or
projections.  The concrete in horizontal plane surfaces shall be brought
flush with the finished top surface at the proper elevation and shall be
struck‑off with a straightedge and floated.  Mortar finishing shall not
be permitted, nor shall dry cement or sand‑cement mortar be spread over
the concrete during the finishing of horizontal plane surfaces.

When directed, the surface finish of exposed concrete shall be a rubbed
finish.  If forms can be removed while the concrete is still green, the
surface shall be pointed and wetted and then rubbed with a wooden float
until all irregularities are removed.  If the concrete has hardened
before being rubbed, a carborundum stone shall be used to finish the
surface.  When approved, the finishing can be done with a rubbing
machine.

**610-3.16 CURING AND PROTECTION.**  All concrete shall be properly
cured and protected by the Contractor.  The work shall be protected from
the elements, flowing water, and from defacement of any nature during
the building operations.  The concrete shall be cured as soon as it has
sufficiently hardened by covering with an approved material. 
Water‑absorptive coverings shall be thoroughly saturated when placed and
kept saturated for a period of at least 3 days.  All curing mats or
blankets shall be sufficiently weighted or tied down to keep the
concrete surface covered and to prevent the surface from being exposed
to currents of air.  Where wooden forms are used, they shall be kept wet
at all times until removed to prevent the opening of joints and drying
out of the concrete.  Traffic shall not be allowed on concrete surfaces
for 7 days after the concrete has been placed.

**610-3.17 DRAINS OR DUCTS.**  Drainage pipes, conduits, and ducts that
are to be encased in concrete shall be installed by the Contractor
before the concrete is placed.  The pipe shall be held rigidly so that
it will not be displaced or moved during the placing of the concrete.

**610-3.18 COLD WEATHER PROTECTION.**  When concrete is placed at
temperatures below 40°F (4°C), the Contractor shall provide satisfactory
methods and means to protect the mix from injury by freezing.  The
aggregates, or water, or both, shall be heated in order to place the
concrete at temperatures between 50°F and 100°F (10°C and 38°C).

Calcium chloride may be incorporated in the mixing water when directed
by the Engineer.  Not more than 2 pounds (908 grams) of Type 1 nor more
than 1.6 pounds (726 grams) of Type 2 shall be added per bag of cement. 
After the concrete has been placed, the Contractor shall provide
sufficient protection such as cover, canvas, framework, heating
apparatus, etc., to enclose and protect the structure and maintain the
temperature of the mix at not less than 50°F (10°C) until at least 60%
of the designed strength has been attained.

**610-3.19 FILLING JOINTS.**  All joints that require filling shall be
thoroughly cleaned, and any excess mortar or concrete shall be cut out
with proper tools.  Joint filling shall not be started until after final
curing and shall be done only when the concrete is completely dry.  The
cleaning and filling shall be carefully done with proper equipment and
in a manner to obtain a neat looking joint free from excess filler.

METHOD OF MEASUREMENT

**610-4.1** Portland cement concrete shall be measured by the number of
cubic yards (cubic meters) of concrete complete in place and accepted. 
In computing the yardage of concrete for payment, the dimensions used
shall be those shown on the plans or ordered by the Engineer.  No
measurements or other allowances shall be made for forms, falsework,
cofferdams, pumping, bracing, expansion joints, or finishing of the
concrete.  No deductions in yardage shall be made for the volumes of
reinforcing steel or embedded items.

**610-4.2**  Reinforcing steel shall be measured by the calculated
theoretical number of pounds (kg) placed, as shown on the plans,
complete in place and accepted.  The unit weight used for deformed bars
shall be the weight of plain square or round bars of equal nominal
size.  If so indicated on the plans, the poundage to be paid for shall
include the weight of metal pipes and drains, metal conduits and ducts,
or similar materials indicated and included.

BASIS OF PAYMENT

**610-5.1**  Payment shall be made at the contract unit price per cubic
yard (cubic meter) for structural portland cement concrete and per pound
(kg) for reinforcing steel.  These prices shall be full compensation for
furnishing all materials and for all preparation, delivery and
installation of these materials, and for all labor, equipment, tools,
and incidentals necessary to complete the item.

Payment will be made under:

Item P‑610‑5.1 Structural Portland Cement Concrete ‑--‑ per cubic yard
(cubic meter)

Item P‑610‑5.1 Steel Reinforcement ‑-- ‑per pound (kg)

TESTING REQUIREMENTS

ASTM C 31 Making and Curing Test Specimens in the Field

ASTM C 39 Compressive Strength of Cylindrical Concrete Specimens

ASTM C 136 Sieve Analysis of Fine and Coarse Aggregates

ASTM C 138 Density (Unit Weight), Yield, and Air Content (Gravimetric)
of Concrete

ASTM C 143 Slump of Hydraulic Cement Concrete

ASTM C 231 Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C 666 Resistance of Concrete to Rapid Freezing and Thawing

ASTM C 1077 Laboratories Testing Concrete and Concrete Aggregates for
Use in Construction and Criteria for Laboratory Evaluation

ASTM C 1260 Potential Alkali Reactivity of Aggregates (Mortar-Bar
Method)

MATERIAL REQUIREMENTS

ASTM A 184 Specification for Fabricated Deformed Steel Bar or Rod Mats
for Concrete Reinforcement

ASTM A 185 Steel Welded Wire Fabric, Plain, for Concrete Reinforcement

ASTM A 497 Steel Welded Wire Fabric, Deformed, for Concrete
Reinforcement

ASTM A 615 Deformed and Plain Billet‑Steel Bars for Concrete
Reinforcement

ASTM A 704 Welded Steel Plain Bars or Rod Mats for Concrete
Reinforcement

ASTM C 33 Concrete Aggregates

ASTM C 94 Ready‑Mixed Concrete

ASTM C 150 Portland Cement

ASTM C 171 Sheet Materials for Curing Concrete

ASTM C 172 Sampling Freshly Mixed Concrete

ASTM C 260 Air‑Entraining Admixtures for Concrete

ASTM C 309 Liquid Membrane‑Forming Compounds for Curing Concrete

ASTM C 494 Chemical Admixtures for Concrete

ASTM C 595 Blended Hydraulic Cements

ASTM C 618 Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as
a Mineral Admixture in Concrete

ASTM D 1751 Specification for Preformed Expansion Joint Fillers for
Concrete Paving and Structural Construction (Non-extruding and Resilient
Bituminous Types)

> ASTM D 1752 Specification for Preformed Sponge Rubber and Cork
> Expansion Joint Fillers for Concrete Paving and Structural
> Construction
>
> AASHTO T 26 Quality of Water to be Used in Concrete

**END OF ITEM P-610**

### **ITEM P-620 RUNWAY AND TAXIWAY PAINTING**

DESCRIPTION

**620-1.1** This item shall consist of the painting of numbers,
markings, and stripes on the surface of runways, taxiways, and aprons,
in accordance with these specifications and at the locations shown on
the plans, or as directed by the Engineer.

MATERIALS

**620-2.1 MATERIALS ACCEPTANCE.** The Contractor shall furnish
manufacturer\'s certified test reports for materials shipped to the
project.  The certified test reports shall include a statement that the
materials meet the specification requirements. The reports can be used
for material acceptance or the Engineer may perform verification
testing. The reports shall not be interpreted as a basis for payment.
The Contractor shall notify the Engineer upon arrival of a shipment of
materials to the site.

**620-2.2 PAINT.** Paint shall be **\[Waterborne, Epoxy, Methacrylate,
or Solvent-base\]** in accordance with the requirements of paragraph
620-2.2 **\[ \]**. Paint shall be furnished in **\[ \]** in accordance
with Federal Standard No 595.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **The Engineer shall specify paint type(s) and appropriate paragraph
> number(s). The Engineer shall insert the colors to be used on a
> project from the following list:**
>
> **White - 37925 Red - 31136**
>
> **Yellow - 33538 or 33655 Black - 37038**
>
> **Pink - 1 part Red - 31136 to 2 parts White - 37925**
>
> **Waterborne or solvent base black paint should be used to outline a
> border at least 6 inches (150 mm) wide around markings on all light
> colored pavements.**
>
> **For TT-P-1952E and A-A-2886B paints, the Engineer shall specify the
> type required.**
>
> **Type I is intended for those locations where slower tracking is not
> an inconvenience.**
>
> **Type II is intended for locations where faster curing is
> desirable.**
>
> **Type III requires a more durable resin.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

**a. WATERBORNE.** Paint shall meet the requirements of Federal
Specification TT-P-1952E, **\[Type I, Type II, or Type III\]**.

**b. EPOXY.** Paint shall be a two component, minimum 99 percent solids
type system conforming to the following:

**(1) Pigments.** Component A. Percent by weight.

**(a) White:**

Titanium Dioxide, ASTM D 476, type II shall be 18 percent minimum

(16.5 percent minimum at 100 percent purity).

**(b) Yellow and Colors:**

Titanium Dioxide, ASTM D 476, type II shall be 14 to 17 percent.

Organic yellow, other colors, and tinting as required to meet color
standard.

Epoxy resin shall be 75 to 79 percent.

**(2) Epoxy Content.** Component A. The weight per epoxy equivalent,
when tested in accordance with ASTM D 1652 shall be the manufacturer\'s
target plus or minus 50.

**(3) Amine Number.** Component B. When tested in accordance with ASTM D
2074 shall be the manufacturer\'s target plus or minus 50.

**(4) Prohibited Materials.** The manufacturer shall certify that the
product does not contain mercury, lead, hexavalent chromium, halogenated
solvents, nor any carcinogen, as defined in 29 CFR 1910.1200.

**(5) Daylight Directional Reflectance:**

**(a) White:** The daylight directional reflectance of the white paint
shall not be less than 75 percent (relative to magnesium oxide), when
tested in accordance with Federal Test Method Standard No. 141D/GEN,
Method 6121.

**(b) Yellow:** The daylight directional reflectance of the yellow paint
shall not be less than 38 percent (relative to magnesium oxide), when
tested in accordance with Federal Test Method Standard No. 141D/GEN. The
x and y values shall be consistent with the Federal Hegman yellow color
standard chart for traffic yellow standard 33538, or shall be consistent
with the tolerance listed below:

x .462 x .470 x .479 x .501

y .438 y .455 y .428 y .452

**(6) Accelerated Weathering.**

**(a) Sample Preparation.** Apply the paint at a wet film thickness of
0.013 inch (0.33 mm) to four 3 by 6 inch (8 by 15 cm) aluminum panels
prepared as described in Federal Test Method Standard No. 141D/GEN,
Method 2013. Air dry the sample 48 hours under standard conditions.

**(b) Testing Conditions.** Test in accordance with ASTM G 15453 using
both Ultra Violet (UV-B) Light and condensate exposure, 72 hours total,
alternating 4 hour UV exposure at 60 degree C, and 4 hours condensate
exposure at 40 degrees C.

**(c) Evaluation.** Remove the samples and condition for 24 hours under
standard conditions. Determine the directional reflectance and color
match using the procedures in paragraph 620-2.2b(5) above. Evaluate for
conformance with the color requirements.

**(7) Volatile Organic Content.** Determine the volatile organic content
in accordance with 40 CFR Part 60 Appendix A, Method 24.

**(8) Dry Opacity.** Use Procedure B, Method B of Method 4121 of Federal
Test Method Standard No. 141D/GEN. The wet film thickness shall be 0.015
inch (0.12 mm). The minimum opacity for white and colors shall be 0.92.

**(9) Abrasion Resistance.** Subject the panels prepared in paragraph
620-2.2b(6) to the abrasion test in accordance with ASTM D 968, Method
A, except that the inside diameter of the metal guide tube shall be from
0.747 to 0.750 inch (18.97 to 19.05 mm). Five liters of unused sand
shall be used for each test panel. The test shall be run on two test
panels. \[Note: five liters of sand weighs 17.5 lb. (7.94 kg).\] Both
baked and weathered paint films shall require not less than 150 liters
of sand for the removal of the paint films.

**(10) Hardness, Shore.** Hardness shall be at least 80 when tested in
accordance with ASTM D 2240.

**c. METHACRYLATE.** Paint shall be a two component, minimum 99 percent
solids-type system conforming to the following:

**(1) Pigments.** Component A. Percent by weight.

**(a) White:**

Titanium Dioxide, ASTM D 476, type II shall be 6 percent minimum.

Methacrylate resin shall be 18 percent minimum.

**(b) Yellow and Colors:**

Titanium Dioxide, ASTM D 476, type II shall be 6 percent minimum.

Organic yellow, other colors, and tinting as required to meet color
standard.

Methacrylate resin shall be 18 percent minimum.

**(2) Prohibited Materials.** The manufacturer shall certify that the
product does not contain mercury, lead, hexavalent chromium, halogenated
solvents, nor any carcinogen, as defined in 29 CFR 1910.1200.

**(3) Daylight Directional Reflectance:**

**(a) White:** The daylight directional reflectance of the white paint
shall not be less than 80 percent (relative to magnesium oxide), when
tested in accordance with Federal Test Method Standard No. 141D/GEN,
Method 6121.

**(b) Yellow:** The daylight directional reflectance of the yellow paint
shall not be less than 55 percent (relative to magnesium oxide), when
tested in accordance with Federal Test Method Standard No. 141D/GEN. The
x and y values shall be consistent with the Federal Hegman yellow color
standard chart for traffic yellow standard 33538, or shall be consistent
with the tolerance listed below:

x .462 x .470 x .479 x .501

y .438 y .455 y .428 y .452

**(4) Accelerated Weathering.**

**(a) Sample Preparation.** Apply the paint at a wet film thickness of
0.013 inch (0.33 mm) to four 3 by 6 inch (8 by 15 cm) aluminum panels
prepared as described in Method 2013 of Federal Test Method Standard No.
141D/GEN. Air dry the sample 48 hours under standard conditions.

**(b) Testing Conditions.** Test in accordance with ASTM G 53 154 using
both Ultra Violet (UV-B) Light and condensate exposure, 72 hours total,
alternating 4 hour UV exposure at 60 degree C, and 4 hours condensate
exposure at 40 degrees C.

**(c) Evaluation.** Remove the samples and condition for 24 hours under
standard conditions. Determine the directional reflectance and color
match using the procedures in paragraph 620-2.2c(3) above. Evaluate for
conformance with the color requirements.

**(5) Volatile Organic Content.** Determine the volatile organic content
in accordance with 40 CFR Part 60 Appendix A, Method 24.

**(6) Dry Opacity.** Use Procedure B, Method B of Method 4121 of Federal
Test Method Standard No. 141D/GEN. The wet film thickness shall be 0.015
inch (0.12 mm). The minimum opacity for white and colors shall be 0.92.

**(7) Abrasion Resistance.** Subject the panels prepared in paragraph
620-2.2c(4) to the abrasion test in accordance with ASTM D 968, Method
A, except that the inside diameter of the metal guide tube shall be from
0.747 to 0.750 inch (18.97 to 19.05 mm). Five liters of unused sand
shall be used for each test panel. The test shall be run on two test
panels. \[Note: five liters of sand weighs 17.5 lb. (7.94 kg).\] Both
baked and weathered paint films shall require not less than 150 liters
of sand for the removal of the paint films.

**(8) Hardness, Shore.** Hardness shall be at least 80 when tested in
accordance with ASTM D 2240.

**d. SOLVENT-BASE.** Paint shall meet the requirements of Federal
Specification **\[A-A-2886A Type I or Type II\]**.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **TT-P-85 or TT-P-110 should not be used on bituminous pavement.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

**620‑2.3 REFLECTIVE MEDIA.** Glass beads shall meet the requirements
for **\[ \]**. Glass beads shall be treated with all compatible coupling
agents recommended by the manufacturers of the paint and reflective
media to ensure adhesion and embedment.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **The Engineer should insert all that will be used in the project.
> When more than one bead type is specified, the plans should indicate
> the bead type for each marking.**
>
> \[Federal Specification. TT‑B‑1325D, Type I, gradation A\]
>
> \[Federal Specification. TT‑B‑1325D, Type III\]
>
> \[Federal Specification. TT‑B‑1325D, Type IV\]
>
> **The Engineer should consult with the paint and bead manufacturer on
> the use of adhesion, flow promoting, and/or flotation additives.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

CONSTRUCTION METHODS

**620‑3.1  WEATHER LIMITATIONS.**  The painting shall be performed only
when the surface is dry and when the surface temperature is at least
45°F (7°C) and rising and the pavement surface temperature is at least
5°F (2.7°C) above the dew point. **\[Painting operations shall be
discontinued when the surface temperature exceeds \[ \] degrees F (\[ \]
degrees C.\]** Markings shall not be applied when the pavement
temperature is greater than 120°F.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **The Engineer may specify minimum and maximum surface temperatures
> based on paint manufacturer\'s recommendations.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

**620-3.2 EQUIPMENT.**  Equipment shall include the apparatus necessary
to properly clean the existing surface, a mechanical marking machine, a
bead dispensing machine, and such auxiliary hand‑painting equipment as
may be necessary to satisfactorily complete the job.

The mechanical marker shall be an atomizing spray‑type or airless type
marking machine suitable for application of traffic paint.  It shall
produce an even and uniform film thickness at the required coverage and
shall apply markings of uniform cross sections and clear‑cut edges
without running or spattering and without over spray.

**620-3.3 PREPARATION OF SURFACE.**  Immediately before application of
the paint, the surface shall be dry and free from dirt, grease, oil,
laitance, or other foreign material that would reduce the bond between
the paint and the pavement.  The area to be painted shall be cleaned by
sweeping and blowing or by other methods as required to remove all dirt,
laitance, and loose materials without damage to the pavement surface.
Use of any chemicals or

impact abrasives during surface preparation shall be approved in advance
by the Engineer. **\[Paint shall not be applied to Portland cement
concrete pavement until the areas to be painted are clean of curing
material. Sandblasting or high-pressure water shall be used to remove
curing materials.\]**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **The Engineer should specify any additional surface preparation
> required and should specify the type of surface preparation to be used
> when existing markings interfere with or would cause adhesion problems
> with new markings.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

**620‑3.4  LAYOUT OF MARKINGS.**  The proposed markings shall be laid
out in advance of the paint application. The locations of markings to
receive glass beads shall be shown on the plans. **\[The locations of
markings to receive silica sand shall be shown on the plans.\]**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **Glass beads improve conspicuity and the friction characteristics of
> markings. When markings are part of an AIP or PFC funded project, at a
> minimum, the Engineer shall indicate the following locations to
> receive glass beads:**
>
> **1. All runway and taxiway holding position markings.**
>
> **2. Runway threshold marking.**
>
> **3. Runway threshold bar.**
>
> **4. Runway aiming point marking.**
>
> **5. Runway designation marking.**
>
> **6. Runway touchdown zone markings.**
>
> **7. Runway centerline marking.**
>
> **8. Taxiway centerline marking.**
>
> **9. Geographical position marking.**
>
> **10. Surface painted signs.**
>
> **In addition to the minimum list above, the following locations are
> recommended to receive glass beads:**
>
> **11. Runway side stripes,**
>
> **12. Taxiway edge markings,**
>
> **13. Non-movement Area boundary markings,**
>
> **14. Displaced threshold markings, and**
>
> **15. Demarcation bar.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

**620-3.5 APPLICATION.**  Paint shall be applied at the locations and to
the dimensions and spacing shown on the plans. Paint shall not be
applied until the layout and condition of the surface has been approved
by the Engineer.

The edges of the markings shall not vary from a straight line more than
1/2 inch (12 mm) in 50 feet (15 m) and marking dimensions and spacings
shall be within the following tolerances:

  ----------------------------------------------- -----------------------
  Dimension and Spacing                           Tolerance

  36 inches (910 mm) or less                      ±1/2 inch (12 mm)

  greater than 36 inches to 6 feet (910 mm to     ± 1 inch (25 mm)
  1.85 m)                                         

  greater than 6 feet to 60 feet (1.85 m to 18.3  ± 2 inches (51 mm)
  m)                                              

  greater than 60 feet (18.3 m)                   ± 3 inches (76 mm)
  ----------------------------------------------- -----------------------

The paint shall be mixed in accordance with the manufacturer\'s
instructions and applied to the pavement with a marking machine at the
rate(s) shown in Table 1. The addition of thinner will not be permitted.
A period of **\[ \]** shall elapse between placement of a bituminous
surface course or seal coat and application of the paint.

TABLE 1. APPLICATION RATES FOR PAINT AND GLASS BEADS

+----------+--------------+--------------+--------------+--------------+
| Paint    | Paint        | Glass Beads, | Glass Beads, | Glass Beads, |
| Type     |              | Type I,      |              |              |
|          | Square feet  |              | Type III     | Type IV      |
|          | per          | Gradation A  |              |              |
|          |              |              | Pounds per   | Pounds per   |
|          | gallon,      | Pounds per   | gallon       | gallon of    |
|          | ft^2^/gal    | gallon       |              | pain         |
|          |              |              | of           | t---lb./gal. |
|          | (Square      | of           | pain         |              |
|          | meters per   | pain         | t---lb./gal. | (Kilograms   |
|          |              | t---lb./gal. |              | per liter of |
|          | liter,       |              | (Kilograms   | p            |
|          | m^2^/l)      | (Kilograms   | per liter    | aint---kg/)l |
|          |              | per liter    |              |              |
|          |              |              | of           |              |
|          |              | of           | paint---kg/l |              |
|          |              | p            |              |              |
|          |              | aint---kg/l) |              |              |
+----------+--------------+--------------+--------------+--------------+
| **\***   | **\***       | **\***       | **\***       | **\***       |
+----------+--------------+--------------+--------------+--------------+

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> The Engineer shall specify the application rates for paint and glass
> beads from the following table.

**APPLICATION RATES FOR PAINT AND GLASS BEADS FOR TABLE 1**

+----------+--------------+--------------+--------------+--------------+
| **Paint  | **Paint**    | **Glass      | **Glass      | **Glass      |
| Type**   |              | Beads, Type  | Beads,**     | Beads,**     |
|          | **Square     | I,**         |              |              |
|          | feet per     |              | **Type III** | **Type IV**  |
|          | gallon,      | **Gradation  |              |              |
|          | ft^2^/gal**  | A**          | **Pounds per | **Pounds per |
|          |              |              | gallon of    | gallon of    |
|          | **(Square    | **Pounds per | paint-       | paint-       |
|          | meters per   | gallon of    | --lb./gal.** | --lb./gal.** |
|          | liter,       | paint-       |              |              |
|          | m^2^/l)**    | --lb./gal.** | **(Kilograms | **(Kilograms |
|          |              |              | per liter of | per liter of |
|          |              | **(Kilograms | pa           | pa           |
|          |              | per liter of | int---kg/l** | int---kg/l** |
|          |              | pai          |              |              |
|          |              | nt---kg/l)** |              |              |
+----------+--------------+--------------+--------------+--------------+
| **Wate   | **115        | **7          | **1          | **\--**      |
| rborne** | ft^2^/gal.   | lb./gal.**   | 0 lb./gal.** |              |
|          | maximum**    |              |              |              |
|          |              | **minimum**  | **minimum**  |              |
|          | **(2.8       |              |              |              |
|          | m^2^/l)**    | **(          | **           |              |
|          |              | 0.85 kg/l)** | (1.2 kg/l)** |              |
+----------+--------------+--------------+--------------+--------------+
| **Wate   | **90         | **\--**      | **\--**      | **           |
| rborne** | ft^2^/gal.** |              |              | 8 lb./gal.** |
|          |              |              |              |              |
|          | **maximum**  |              |              | **minimum**  |
|          |              |              |              |              |
|          | **(2.2       |              |              | **           |
|          | m^2^/l)**    |              |              | (1.0 kg/l)** |
+----------+--------------+--------------+--------------+--------------+
| *        | **115        | **7 lb./gal. | **1          | **\--**      |
| *Solvent | ft^2^/gal.   | minimum**    | 0 lb./gal.** |              |
| Base**   | maximum**    |              |              |              |
|          |              | **(0.85      | **minimum**  |              |
|          | **(2.8       |  kg/l)**     |              |              |
|          | m^2^/l)**    |              | **           |              |
|          |              |              | (1. 2kg/l)** |              |
+----------+--------------+--------------+--------------+--------------+
| *        | **90         | **\--**      | **\--**      | **           |
| *Solvent | ft^2^/gal.   |              |              | 8 lb./gal.** |
| Base**   | maximum**    |              |              |              |
|          |              |              |              | **minimum**  |
|          | **(2.2       |              |              |              |
|          | m^2^/l)**    |              |              | **           |
|          |              |              |              | (1.0 kg/l)** |
+----------+--------------+--------------+--------------+--------------+
| *        | **90         | **14         | **20         | **15         |
| *Epoxy** | ft^2^/gal.** | lb./gal.**   | lb./gal.**   | lb./gal.**   |
|          |              |              |              |              |
|          | **maximum**  | **minimum**  | **minimum**  | **minimum**  |
|          |              |              |              |              |
|          | **(2.2       | **(1.7       | **           | *            |
|          | m^2^/l)**    | kg/l)**      | (2.4 kg/l)** | *(1.8kg/l)** |
+----------+--------------+--------------+--------------+--------------+
| **Methac | **45         | **14         | **20         | **15         |
| rylate** | ft^2^/gal.** | lb./gal.**   | lb./gal.**   | lb./gal.**   |
|          |              |              |              |              |
|          | **maximum**  | **minimum**  | **minimum**  | **minimum**  |
|          |              |              |              |              |
|          | **(1.1       | **(1.7       | **           | **           |
|          | m^2^/l)**    | kg/l)**      | (2.4 kg/l)** | (1.8 kg/l)** |
+----------+--------------+--------------+--------------+--------------+

> **The Engineer shall specify the time period in order to allow
> adequate curing of the pavement surface. The Engineer should contact
> the paint manufacturer to determine the wait period.**
>
> **Due to the increased surface area to cover, the following should be
> substituted when painting P‑402 Porous Friction Course with waterborne
> or solvent based paints: \"The paint shall be mixed in accordance with
> the manufacturer\'s instructions and applied to the pavement with a
> marking machine from two directions at 75 percent of the rate(s) (
> e.g. rate/0.75 for paint, 0.75×rate for beads and sand)) shown in
> Table 1 from each direction.\"**
>
> **Markings may be required before paving operations are complete.  The
> Engineer may wish to specify waterborne or solvent-based materials for
> temporary markings at 30-50 percent of the specified application rates
> ( e.g. rate/0.50 ). No glass beads are required for temporary
> markings. A-A-2886A, Type III may be used for temporary markings when
> reflectorized temporary markings are desired**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

Glass beads shall be distributed upon the marked areas at the locations
shown on the plans to receive glass beads immediately after application
of the paint. A dispenser shall be furnished which is properly designed
for attachment to the marking machine and suitable for dispensing glass
beads. Glass beads shall be applied at the rate(s) shown in Table 1.
Glass beads shall not be applied to black paint. Glass beads shall
adhere to the cured paint or all marking operations shall cease until
corrections are made.

All emptied containers shall be returned to the paint storage area for
checking by the Engineer.  The containers shall not be removed from the
airport or destroyed until authorized by the Engineer.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **A 24 to 30 day waiting period is recommended for all types of paints
> to be used for pavement marking. If the airport operations require
> pavement marking prior to the recommended waiting period, the paint
> may be applied in a temporary light coat application. Appropriate
> modifications to paragraph 3.5 should be included to specify a 25% or
> 33% application rate for temporary markings. Glass beads are not
> required for temporary markings. The final application should occur
> after the waiting period has passed. The final marking application
> must be at full strength in order to adequately set the glass bead.
> Avoid specifying a 25-33% first application and then a 66-75% second
> application. This approach will not adequately set the glass bead.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

**620-3.6 PROTECTION AND CLEANUP.**  After application of the paint, all
markings shall be protected from damage until the paint is dry.  All
surfaces shall be protected from excess moisture and/or rain and from
disfiguration by spatter, splashes, spillage, or drippings of paint. The
Contractor shall remove from the site all debris, waste, loose or
unadhered reflective media, and by-products generated by the surface
preparation and application operations to the satisfaction of the
Engineer. The Contractor shall dispose of these wastes in strict
compliance with all applicable state, local, and Federal environmental
statutes and regulations.

METHOD OF MEASUREMENT

**620-4.1**  The quantity of runway and taxiway markings to be paid for
shall be **\[the number of square feet (square meters) of painting and
the number of pounds (kilograms) of reflective media\] \[one complete
item in place\]** performed in accordance with the specifications and
accepted by the Engineer.

BASIS OF PAYMENT

**620-5.1**  Payment shall be made at the respective contract **\[price
per square foot (square meter)\] \[lump sum price\]** for runway and
taxiway painting **\[,** and **\[price per pound (kilogram)\] \[lump sum
price\]** for reflective media**.**  This price shall be full
compensation for furnishing all materials and for all labor, equipment,
tools, and incidentals necessary to complete the item.

Payment will be made under:

> Item P‑620‑5.1-1 Runway and Taxiway Painting \[per square foot (square
> meter)\] \[lump sum\]

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> **The Engineer should include a pay item for each paint and bead type
> material specified.**

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> Item P‑620‑5.1-2 Reflective Media \[per pound (kilogram)\] \[lump
> sum\]

TESTING REQUIREMENTS

> ASTM C 136 Sieve Analysis of Fine and Coarse Aggregates
>
> ASTM C 146 Chemical Analysis of Glass Sand
>
> ASTM C 371 Wire-Cloth Sieve Analysis of Nonplastic Ceramic Powders
>
> ASTM D 92 Test Method for Flash and Fire Points by Cleveland Open Cup
>
> ASTM D 711 No-Pick-Up Time of Traffic Paint
>
> ASTM D 968 Standard Test Methods for Abrasion Resistance of Organic
> Coatings by Falling Abrasive
>
> ASTM D 1213-54(1975) Test Method for Crushing Resistance of Glass
> Spheres
>
> ASTM D 1652 Test Method for Epoxy Content of Epoxy Resins
>
> ASTM D 2074 Test Method for Total Primary, Secondary, and Tertiary
> Amine Values of Fatty Amines by Alternative Indicator Method
>
> ASTM D 2240 Test Method for Rubber Products-Durometer Hardness
>
> ASTM G 15453 Operating Light and Water-Exposure Apparatus (Fluorescent
> Light Apparatus UV-Condensation Type) for Exposure of Nonmetallic
> Materials.
>
> Federal Test Method Paint, Varnish, Lacquer and Related Materials;
> Methods of Inspection,
>
> Standard No. 141D/GEN Sampling and Testing

MATERIAL REQUIREMENTS

> ASTM D 476 Specifications for Dry Pigmentary Titanium Dioxide Pigments
> Products
>
> Code of Federal Regulations 40 CFR Part 60, Appendix A -- Definition
> of Traverse Point Number and Location
>
> Code of Federal Regulations 29 CFR Part 1910.1200 -- Hazard
> Communications
>
> FED SPEC TT-B-1325D Beads (Glass Spheres) Retroreflective
>
> AASHTO M 247 Glass Beads Used in Traffic Paints
>
> FED SPEC TT-P-1952E Paint, Traffic and Airfield Marking, Waterborne
>
> Commercial Item
>
> Description (CID) A-A-2886B Paint, Traffic, Solvent Based
>
> FED STD 595 Colors used in Government Procurement

**END OF ITEM P-620**

**Intentionally Left Blank**

### **ITEM P-626 EMULSIFIED ASPHALT SLURRY SEAL SURFACE TREATMENT**

DESCRIPTION

**626-1.1** This item shall consist of a mixture of emulsified asphalt,
mineral aggregate, and water properly proportioned, mixed, and spread on
an asphalt prepared underlying course or existing wearing course in
accordance with these specifications and shall conform to the dimensions
shown on the plans or as directed by the Engineer.

MATERIALS

**626-2.1 AGGREGATE**. The aggregate shall consist of sound and durable
manufactured sand, slag, crusher fines, crushed stone, or a combination
thereof. The aggregate shall be clean and free from vegetable matter,
dirt, and other deleterious substances. The aggregate shall have a sand
equivalent of not less than **\[45\]** percent when tested in accordance
with ASTM D 2419. The aggregate shall show a loss of not more than
**\[35\]** percent when tested in accordance with ASTM C 131. The sodium
sulfate soundness loss shall not exceed **\[12\]** percent, or the
magnesium soundness loss shall not exceed **\[20\]** percent after 5
cycles when tested in accordance with ASTM C 88. Aggregate shall be
100 percent crushed.

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> **The sand equivalent should not be less than 45. The percent loss
> when tested under ASTM C 131 should not exceed 35. The sodium sulfate
> loss should not exceed 12 percent; the magnesium sulfate loss should
> not exceed 20 percent. In certain specific cases, where aggregates
> complying with these requirements cannot be economically obtained,
> aggregates with a higher percentage loss (15 percent using sodium
> sulfate and 25 percent using magnesium sulfate has been used) or wear
> may be specified, provided a satisfactory service record under similar
> conditions of service and exposure has been demonstrated.**

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The combined aggregate shall conform to the gradation shown in Table 1
when tested in accordance with ASTM C 136 and ASTM C 117.

  -------------------- ----------- ------------ ------------ ------------ ------------
  **TABLE 1. GRADATION                                                    
  OF AGGREGATES**                                                         

  **Sieve Size**       **Percent                                          
                       by Weight                                          
                       Passing                                            
                       Sieve**                                            

                                   **Type I**   **Type II**  **Type III** **Type IA**

  3/8 in. (9.5 mm)                 100          100          100          100

  No. 4 (4.75 mm)                  100          90 - 100     70 - 90      98 - 100

  No. 8 (2.36 mm)                  90 - 100     65 - 90      45 - 70      85 - 95

  No. 16 (1.18 mm)                 65 - 90      45 - 70      28 - 50      50 - 75

  No. 30 (600 micro m)             40 - 65      30 - 50      19 - 34      30 - 50

  No. 50 (300 micro m)             25 - 42      18 - 30      12 - 25      18 - 35

  No. 100 *(1*50 micro             15 - 30      10 - 21      7 - 18       10 - 21
  m)                                                                      

  No. 200 (75 micro m)             10 - 20      5 - 15       5 - 15       5 - 10

  Residual asphalt                 10% - 16%    7.5% - 13.5% 6.5% - 12%   9% - 13.5%
  content percent dry                                                     
  weight of aggregate                                                     
  -------------------- ----------- ------------ ------------ ------------ ------------

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> **Table 1 -- Gradation of Aggregates. Projects that have specified
> coarser aggregate gradations have reported problems with excessive
> tire wear. A coarser Type I gradation will provide considerable skid
> resistance and may be considered for most projects. A finer Type II
> gradation will provide sufficient friction and will not cause
> excessive tire wear. Tire wear appears to be related to the amount a
> material passing the #4 and retained on the #8 sieve. We recommend
> that no more than 10-15% be retained on the #8 sieve.**

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The job mix formula (mix design) shall be run using aggregate within the
gradation band for the desired type shown in Table 1. Once the mix
design has been submitted and approved, the aggregate used on the
project shall not vary by more than the tolerances shown in Table 2. At
no time shall the aggregate used go out of the gradation bands in Table
1.

The aggregate will be accepted at the job location or stockpile. The
stockpile will be accepted based on five gradation tests samples in
accordance with ASTM D 75. If the average of the five tests is within
the gradation tolerances, then the materials will be accepted. If the
tests show the material to be out of tolerance, the Contractor will be
given the choice either to remove the material or blend other aggregates
with the stockpile material to bring it into specification. Materials
used in blending shall meet the quality tests before blending and shall
be blended in a manner to produce a consistent gradation. This blending
may require a new mix design.

Screening shall be required at the project stockpile site if there are
any problems created by having oversize materials in the mix.

Precautions shall be taken to prevent segregation of the aggregate in
storing and handling. The stockpile shall be kept in areas that drain
readily.

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> **The aggregate gradation band applicable to a project shall be
> specified by the Engineer from the gradations shown in Table 1. The
> appropriate gradation shall be shown on the plans. Type I gradation is
> used for maximum crack penetration and is usually used in low density
> traffic areas where the primary objective is sealing. Type II and Type
> III gradations are used to seal and improve skid resistance. Type III
> gradation is not recommended for runway use by the ISSA.**

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**a. Aggregate Tolerance.** Once the mix design has been accepted, the
aggregate gradation used on the project may vary from the aggregate
gradation used in the mix design on each sieve by the percentages shown
in Table 2. If the project aggregate fails to remain within this
tolerance, a new mix design will be required by the Engineer at the
expense of the Contractor.

+-------------------------+--------------------------------------------+
| > **Sieve Size**        | **Tolerance, percent by weight passing     |
|                         | sieve**                                    |
+-------------------------+--------------------------------------------+
| > 3/8 in. (9.5 mm)      | \+ or -- 0%                                |
+-------------------------+--------------------------------------------+
| > No. 4 (4.75 mm)       | \+ or - 2%                                 |
+-------------------------+--------------------------------------------+
| > No. 8 (2.36 mm)       | \+ or - 5%                                 |
+-------------------------+--------------------------------------------+
| > No. 16 (1.18 mm)      | \+ or - 5%                                 |
+-------------------------+--------------------------------------------+
| > No. 30 (600 micro m)  | \+ or - 5%                                 |
+-------------------------+--------------------------------------------+
| > No. 50 (300 micro m)  | \+ or - 4%                                 |
+-------------------------+--------------------------------------------+
| > No. 100 *(1*50 micro  | \+ or - 3%                                 |
| > m)                    |                                            |
+-------------------------+--------------------------------------------+
| > No. 200 (75 micro m)  | \+ or - 2%                                 |
+-------------------------+--------------------------------------------+
| > Residual Asphalt,     | \+ or - 1%                                 |
| > percent dry weight of |                                            |
| > aggregate             |                                            |
+-------------------------+--------------------------------------------+

**626-2.2 MINERAL FILLER.** If mineral filler, in addition to that
naturally present in the aggregate, is necessary, it shall meet the
requirements of ASTM D 242 and shall be used in the amounts required by
the mix design. The mineral filler shall be considered as part of the
aggregate.

**626-2.3 EMULSIFIED ASPHALT.** The emulsified asphalt shall conform to
the requirements of ASTM D **\[ 977 and/or 2397 \]** and shall be SS,
CSS, CQS, or QS type emulsions.

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> **The cement mixing test is waived for these slurry type emulsions.
> The emulsified asphalt shall be either anionic or cationic, whichever
> is best suited to the aggregate and job conditions to be encountered.
> The type of emulsified asphalt to use will be determined by the mix
> design. The Engineer shall specify the type of emulsion and the
> controlling specification, which shall be from ASTM D 977 or ASTM D
> 2397, and the material shall be SS, CSS, CQS, or QS.**

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**626-2.4 WATER.** All water used in making the slurry shall be potable
and free from harmful soluble salts and chemicals.

COMPOSITION AND APPLICATION

**626-3.1 COMPOSITION.** The slurry seal shall consist of a mixture of
emulsified asphalt, mineral aggregate, and water.

**626-3.2 JOB MIX FORMULA.** No slurry seal for payment shall be placed
until a mix design has been approved by the Engineer. The mix design
shall be developed by a laboratory with experience in designing slurry
seal mixes and a signed copy shall be submitted in writing by the
Contractor to the Engineer at least 10 days prior to the start of
operations.

The laboratory report (mix design) shall indicate the proportions of
aggregates, mineral filler (min. and max.), water (min. and max.) and
asphalt emulsion based on the dry aggregate weight. It shall also report
the quantitative effects of moisture content on the unit weight of the
aggregate (bulking effects). The mix design shall be in effect until
modified in writing by the Engineer. Should a change in sources of
materials be made, a new mix design shall be established before the new
material is used.

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> **The main items of design in emulsified asphalt slurry seals are
> aggregate gradation, emulsified asphalt content, and consistency of
> the mixture. The aggregates, emulsified asphalt, and water should form
> a creamy-textured slurry that, when spread, will flow ahead of the
> strike-off squeegee. This will allow the slurry to flow down into the
> cracks in the pavement and fill them before the strike-off passes
> over. Technical Bulletin No. 111, Outline Guide Design Procedure for
> Slurry Seal, and publication A 105 Recommended Performance Guidelines
> published by the International Slurry Surfacing Association (ISSA)
> contains information to aid designers of slurry mixes.**

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The Contractor shall submit to the Engineer for approval a complete mix
design on the materials proposed for use, prepared and certified by an
approved laboratory**.** Compatibility of the aggregate, emulsion,
mineral filler, and other additives shall be verified by the mix design.
The mix design shall be made with the same aggregate and grade of
emulsified asphalt that the Contractor will provide on the project. At a
minimum the required tests and values needed are as follows:

> **DESCRIPTION SPECIFICATION**

ISSA TB-100 Wet Track Abrasion Loss 50 g/ft² Max

> One Hour Soak (538 g/m²)

ISSA TB-115 Determination of Slurry Pass

> Seal Compatibility

**626-3.3 APPLICATION RATE.** Unless otherwise specified, the slurry
seal shall be applied to at the application rates shown in Table 3 for
that gradation of material used.

+----------------------------+---------+---------+---------+-------+---+
| **TABLE 3. APPLICATION     |         |         |         |       |   |
| RATES**                    |         |         |         |       |   |
+----------------------------+---------+---------+---------+-------+---+
|                            | **Type  | **Type  | **Type  | *     |   |
|                            | I**     | II**    | III**   | *Type |   |
|                            |         |         |         | IA**  |   |
+----------------------------+---------+---------+---------+-------+---+
| > Pounds of mixture per    | 8 - 12  | 12 - 20 | 18 - 30 | 10 -- |   |
| > square yard              |         |         |         | 16    |   |
+----------------------------+---------+---------+---------+-------+---+
| > Kilograms of mixture per | 4.3 -   | 6.5 -   | 9.8 -   | 5.4   |   |
| > square meter             | 6.5     | 10.9    | 16.3    | --    |   |
|                            |         |         |         | 8.6   |   |
+----------------------------+---------+---------+---------+-------+---+

The rate of application shall not vary more than ± 2 pounds per square
yard (±1.1 kilograms per square meter).

**626-3.4 TEST SECTIONS.** Test sections shall be placed prior to the
start of the slurry seal work in the presence of the Engineer. The test
area will be designated by the Engineer and will be located on the
existing pavement. Test strips shall be made by each machine after
calibration. Samples of the slurry seal may be taken and the mix
consistency verified by using ISSA TB-106 Slurry Seal Consistency test.
In addition, the proportions of the individual materials may be verified
by the Engineer by using the calibration information provided after
machine calibration. If any test does not meet specification
requirements, additional tests shall be made at the expense of the
Contractor, until an acceptable test strip is placed.

CONSTRUCTION METHODS

**626-4.1 WEATHER LIMITATIONS.** The slurry seal shall not be applied if
either the pavement or air temperature is below 50 °F (10 °C) and
falling but may be applied when both pavement and air temperature are
above 45 °F (7 °C) and rising. No slurry seal shall be applied when
there is danger that the finished product will freeze before 24 hours.
The mixture shall not be applied when weather conditions prolong opening
to traffic beyond a reasonable time.

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> **The Engineer should not specify a lower permissible temperature
> range than that stated in 626-4.1, since slurry placed at lower
> temperatures usually will not cure properly due to poor dehydration
> and poor asphalt coalescence.**

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**626-4.2 EQUIPMENT AND TOOLS.** The Contractor shall furnish all
equipment, tools, and machinery necessary for the performance of this
work.

**a. Slurry Mixing Equipment.** The machine shall be specifically
designed and manufactured to lay slurry seal. The material shall be
mixed by a self-propelled slurry seal mixing machine of either truck
mounted or continuous run design. Either type machine shall be able to
accurately deliver and proportion the aggregate, emulsified asphalt,
mineral filler, and water to a revolving mixer and discharge the mixed
product on a continuous flow basis. The machine shall have sufficient
storage capacity for materials to maintain an adequate supply to the
proportioning controls.

If continuous run equipment is used, the machine shall be equipped to
allow the operator to have full control of the forward and reverse speed
of the machine during application of the slurry seal, with a
self-loading device, with opposite side driver stations, all part of
original equipment manufacturer design.

The aggregate shall be prewetted immediately prior to mixing with the
emulsion. The mixing unit of the mixing chamber shall be capable of
thoroughly blending all ingredients. No excessive mixing shall be
permitted. The mixing machine shall be equipped with a fines feeder that
provides an accurate metering device or method to introduce a
predetermined proportion of mineral filler into the mixer at the same
time and location that the aggregate is fed into the mixer.

The mixing machine shall be equipped with a water pressure system and
fog-type spray bar adequate for complete fogging of the surface with an
application of 0.05 to 0.10 gallon per square yard (0.23 to 0.45 liter
per square meter) preceding the spreading equipment.

Sufficient machine storage capacity to mix properly and apply a minimum
of 5 tons (4 500 kg) of the slurry shall be provided. Proportioning
devices shall be calibrated prior to placing the slurry seal.

**b. Slurry Spreading Equipment.** The mixture shall be spread uniformly
by means of a conventional surfacing spreader box attached to the mixer
and equipped to agitate and spread the material evenly throughout the
box. A front seal shall be provided to insure no loss of the mixture at
the surface contact point. The rear seal shall act as the final
strike-off and shall be adjustable. The spreader box and rear strike-off
shall be so designed and operated that a uniform consistency is achieved
to produce a free flow of material to the rear strike-off. The spreader
box shall have suitable means provided to side shift the box to
compensate for variations in the pavement geometry. A burlap drag or
other approved screed may be attached to the rear of the spreader box to
provide a uniform mat.

**c. Auxiliary Equipment.** Other tools or equipment such as brushes,
hand squeegees, hose equipment, tank trucks, water distributors and
flushers, power blowers, barricades, etc., shall be provided as
required.

**d. Roller.** The roller, if required, shall be a self-propelled
pneumatic-tired roller capable of exerting a contact pressure during
rolling of 50 pounds per square inch (350 000 Newton\'s per square
meter). It shall be equipped with a water spray system, to be used if
the slurry is picking up on the tires during rolling.

**e. Tack Coat and Distributor**. Normally a tack coat is not required
unless the surface to be covered is extremely dry and raveled or is
concrete or brick. If required, the tack coat should consist of one part
emulsified asphalt and three parts water. The emulsified asphalt may be
the same as that used in the mix. Pressure distributors used for
application of the diluted asphalt emulsion tack coat shall be
self-propelled, equipped with pneumatic tires, and capable of uniformly
applying 0.05 to 0.15 gallon per square yard (0.23 to 0.68 liter per
square meter) of the diluted emulsion over the required width of
application. Distributors shall be equipped with tachometers, pressure
gages, and volume-measuring devices. The tack coat shall be applied at
least 2 hours before the slurry seal but within the same day.

**626-4.3 EQUIPMENT CALIBRATION.** Each slurry mixing unit to be used on
the project shall be calibrated in the presence of the Engineer prior to
construction. Previous calibration documentation covering the exact
materials to be used may be accepted by the Engineer provided they were
made during the calendar year. The documentation shall include an
individual calibration of each material at various settings, which can
be related to the machine\'s metering devices. No machine will be
allowed to work on the project until the calibration has been completed
and/or accepted.

**626-4.4 PREPARATION OF EXISTING SURFACE.** Prior to placing the tack
coat and slurry seal coat, unsatisfactory areas shall be repaired and
the surface shall be cleaned of dust, dirt, or other loose foreign
matter, grease, oil, excessive rubber accumulation, or any type of
objectionable surface film. Any standard cleaning method will be
acceptable except that water flushing will not be permitted in areas
where considerable cracks are present in the pavement surface.

Any painted stripes or markings on the surface of the runways or
taxiways to be treated, shall be removed.

Cracks wider than 1/4 inch (6 mm) shall be cleaned with compressed air,
and sealed with a compatible crack sealer prior to applying the slurry
seal. Cracks wider than 3/4 inch (19 mm) should be pre-filled and sealed
with the slurry mixture prior to surfacing. Cracks that show evidence of
vegetation shall be cleaned and treated with an approved herbicide.

**626-4.5 APPLICATION OF SLURRY SEAL COAT.** The surface shall be prewet
by fogging ahead of the slurry spreader box. Water used in prewetting
the surface shall be applied at such a rate that the entire surface is
damp with no apparent flowing water in front of the slurry spreader box.
The slurry mixture shall be of the desired consistency when deposited on
the surface, and no additional elements shall be added. Total time of
mixing shall not exceed 2 minutes. A sufficient amount of slurry shall
be carried in all parts of the spreader box at all times so that
complete coverage of all surface voids and cracks is obtained. Care
shall be taken not to overload the spreader box that shall be towed at a
slow and uniform rate not to exceed 5 miles per hour (8 kilometers per
hour). No lumping, balling, or unmixed aggregate shall be permitted. No
segregation of the emulsion and fines from the coarse aggregate will be
permitted. If the coarse aggregate settles to the bottom of the mix, the
slurry shall be removed from the pavement surface. A sufficient amount
of slurry shall be fed into the box to keep a full supply against the
full width of the spreader box. The mixture shall not be permitted to
overflow the sides of the spreader box. No breaking of the emulsion will
be allowed in the spreader box. The finished surface shall have no more
than four (4) tear or drag marks greater than 1/2 inch (13 mm) wide and
4 inches (100 mm) long in any 12 foot by 22 foot (25 sq. meter) section.
It shall have no tear or drag marks greater than 1 inch (25 mm) wide and
3 inches (15 mm) long.

The finished surface shall have no transverse ripples of 1/4 inch (6 mm)
or more in depth, as measured with a 10-foot (3 meter) straight edge
laid upon the surface.

Adjacent lanes shall be lapped at the edges a minimum of 2 inches (50
mm) with a maximum of 4 inches (100 mm) to provide complete sealing at
the overlap. Construction longitudinal and transverse joints shall be
neat and uniform without buildup, uncovered areas, or unsightly
appearance. All joints shall have no more than 1/4 inch (6 mm)
difference in elevation when measured across with a 10 foot (3 meter)
straight edge.

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> **Generally, where normal traffic will iron out the slurry and close
> any hairline cracks of dehydration, it is not necessary to roll a
> normal thickness, 1/4 inch (6 mm) or less, slurry seal. However, in
> some instances the somewhat lattice-like structure of the slurry
> should be densified by pneumatic-tire rolling to improve durability,
> such as areas subjected to severe braking or acceleration. Rolling of
> the slurry seal is at the option of the Engineer and, if required,
> shall be designated in the plans.**
>
> **If rolling is required by the Engineer, the surface shall be
> subjected to a minimum of two full coverage passes by the roller.
> These rolling passes are to be done as soon as the slurry mixture will
> support the roller without damage. When the surface of the existing
> pavement is irregular or broken, it shall be repaired or brought to
> uniform grade and cross section by patching as directed in the project
> plans. With the exception of standard debris cleaning, all other
> repairs, crack sealing, and required removal of materials shall be a
> line item in the bid and noted in the plans.**

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The fresh slurry seal application shall be protected by barricades and
markers and permitted to dry for 4 to 24 hours, depending on weather
conditions. Any damage to uncured slurry shall be repaired at the
expense of the Contractor.

In areas where the spreader box cannot be used, the slurry shall be
applied by means of a hand squeegee. Upon completion of the work, the
seal coat shall have no holes, bare spots, or cracks through which
liquids or foreign matter could penetrate to the underlying pavement.
The finished surface shall present a uniform and skid resistant texture
satisfactory to the Engineer. All wasted and unused material and all
debris shall be removed from the site prior to final acceptance.

Upon completion of the project, the Contractor shall sweep the finished
surface with a conventional power rotary broom, to remove any potential
loose material from the surface. The material removed by sweeping shall
be disposed of in a manner satisfactory to the Engineer.

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> **The cured slurry shall have a homogeneous appearance, fill all
> cracks, adhere firmly to the surface and have a skid resistant
> texture. The slurry seal will not stop shrinkage and other large
> thermal cracks from reflecting back through the new slurry surface.**

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\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

**626-4.6 EMULSION MATERIAL (CONTRACTORS RESPONSIBILITY).** Samples of
the emulsion that the Contractor proposes to use, together with a
statement as to its source, shall be submitted, and approval shall be
obtained before using such material. The Contractor shall submit to the
Engineer a manufacturer\'s certified report for each consignment of the
emulsion. The manufacturer\'s certified report shall not be interpreted
as a basis for final acceptance. All such reports shall be subject to
verification by testing samples of the emulsion as received for use on
the project.

METHOD OF MEASUREMENT

**626-5.1** The emulsified asphalt shall be measured by the **\[gallon
(liter)\] \[ton (kg)\]**. Only the actual quantity of undiluted
emulsified asphalt will be measured for payment.

**626-5.2** Aggregate shall be measured by the ton (kg) of dry
aggregate.

**\[626-5.3 Crack sealing shall be measured by the linear foot (meter)
of cracks sealed.\]**

**\[626-5.4 Surface repair shall be measured by the ton (kg) or square
measurement of material placed.\]**

**\[626-5.5 Paint and rubber removal shall be measured by the linear
foot (meter) or square measurement.\]**

BASIS OF PAYMENT

**626-6.1** Payment shall be made at the contract unit price per
**\[gallon (liter)\] (ton (kg)\]** for the emulsified asphalt and at the
contract price per ton (kg) for aggregate **\[and the contract unit
price for crack sealing per linear foot\] \[and the contract unit price
for surface repair per ton (kg) or square measurement\] \[and the
contract unit price for paint and rubber removal per lineal foot (meter)
or square measurement\]**.

These prices shall be full compensation for furnishing all materials,
for preparing, mixing, and applying these materials, and for all labor,
equipment, tools, and incidentals necessary to complete the item.

Payment will be made under:

Item P-626-6.1 Emulsified Asphalt for Slurry Coat---per \[gallon
(liter)\] \[ton (kg)\]

Item P-626-6.2 Aggregate---per ton (kg) of dry aggregate.

\[Item P-626-6.3 Emulsified Asphalt for Tack Coat---per \[gallon
(liter)\] \[ton (kg)\]\]

\[Item P-626-6.4 Crack sealing --- per linear \[feet\] (meter)\]

\[Item P-626-6.5 Surface Repair---per \[ton\] (kg) or square
measurement\]

> \[Item P-626-6.6 Paint and Rubber removal---per linear foot (meter) or
> square measurement (meter)\]

TESTING REQUIREMENTS

> ASTM C 88 Soundness of Aggregates by Use of Sodium Sulfate or
> Magnesium Sulfate
>
> ASTM C 117 Materials Finer than No. 200 Sieve in Mineral Aggregates by
> Washing
>
> ASTM C 128 Density, Relative Density (Specific Gravity), and
> Absorption of Fine Aggregate
>
> ASTM C 131 Resistance to Degradation of Small Size Coarse Aggregate by
> Abrasion and Impact in the Los Angeles Machine
>
> ASTM C 136 Sieve or Screen Analysis of Fine and Coarse Aggregates
>
> ASTM D 75 Sampling Aggregates
>
> ASTM D 2419 Sand Equivalent Value of Soils and Fine Aggregate
>
> ISSA A 105 Recommended Performance Guidelines
>
> ISSA TB-100 Wet Track Abrasion Loss
>
> ISSA TB-106 Slurry Seal Consistency
>
> ISSA TB 111 Outline Guide Design Procedure for Slurry Seal
>
> ISSA TB-115 Determination of Slurry Seal Compatibility

MATERIAL REQUIREMENTS

> ASTM D 242 Mineral Filler for Bituminous Paving Mixtures
>
> ASTM D 977 Emulsified Asphalt
>
> ASTM D 2397 Cationic Emulsified Asphalt

**END OF ITEM P-626**

### **ITEM P-630 REFINED COAL TAR EMULSION WITHOUT ADDITIVES, SLURRY SEAL SURFACE TREATMENT**

**630-1.1 GENERAL.** This item shall consist of a mixture of refined
coal tar emulsion, mineral aggregate, and water properly proportioned,
mixed, and applied as a slurry seal on new or existing (aged) asphalt
concrete pavement.

MATERIALS

**630-2.1 Refined Coal Tar Emulsion.** A refined coal tar emulsion
prepared from a high temperature refined coal tar conforming to the
requirements of ASTM specification D 490 for grade 11-12. The use of oil
and water gas tar is not allowed. Base refined coal tar emulsion must
conform to all requirements of Federal Specification R-P-355.

**630-2.2 Aggregate.** The aggregate shall be washed dry silica sand or
boiler slag free of dust, trash, clay, organic materials or other
deleterious substances. The aggregate shall meet the gradation
requirements of Table 1, when tested in accordance with ASTM C 136.

**TABLE 1. GRADATION OF AGGREGATES**\*

+-----------------+------------------+---------------+---------------+
| **Sieve Size**  |                  | ###### Per    |               |
|                 |                  | cent Retained |               |
+-----------------+------------------+---------------+---------------+
|                 |                  | **Minimum**   | **Maximum**   |
+-----------------+------------------+---------------+---------------+
| #20 or coarser  | (0.850 mm)       | 0             | 2             |
+-----------------+------------------+---------------+---------------+
| #30             | (0.600 mm)       | 0             | 12            |
+-----------------+------------------+---------------+---------------+
| #40             | (0.425 mm)       | 2             | 60            |
+-----------------+------------------+---------------+---------------+
| #50             | (0.300 mm)       | 5             | 60            |
+-----------------+------------------+---------------+---------------+
| #70             | (0.212 mm)       | 5             | 60            |
+-----------------+------------------+---------------+---------------+
| #100            | (0.150 mm)       | 5             | 30            |
+-----------------+------------------+---------------+---------------+
| #140            | (0.106 mm)       | 0             | 10            |
+-----------------+------------------+---------------+---------------+
| #200            | (0.075 mm)       | 0             | 2             |
+-----------------+------------------+---------------+---------------+
| Finer than #200 |                  | 0             | 0.3           |
+-----------------+------------------+---------------+---------------+

> \* Table 1 represents the maximum range of aggregate gradations.
>
> In all cases the refined coal tar emulsion supplier is to give written
> approval of the aggregate used in the mix design.

**603-2.3 Water.** Water for mixing shall be potable, free of harmful
soluble salts and at least 50ºF (10ºC).

**603-2.4 Crack Sealant.** Crack sealant shall be certified for
compatibility with the refined coal tar emulsion by the manufacturer of
the refined coal tar emulsion, and approved by the engineer.

**603-2.5 Oil Spot Primer.** Oil spot primer shall be certified for
compatibility with the refined coal tar emulsion by the manufacturer of
the refined coal tar emulsion, and approved by the engineer.

**603-2.6 Pavement Primer.** Pavement primer shall be certified for
compatibility with the refined coal tar emulsion by the manufacturer of
the refined coal tar emulsion, and approved by the engineer.

COMPOSITION AND APPLICATION

**630-3.1 Composition.** The refined coal tar emulsion seal coat is to
consist of a mixture of refined coal tar emulsion, water and aggregate,
and be proportioned as shown in Table 2. The composition must have
written approval of the coal tar emulsion manufacturer.

**630‑3.2 Job Mix Formula.** The contractor shall submit the recommended
formulation of water, emulsion, aggregate and application rate proposed
for use to a testing laboratory together with sufficient materials to
verify the formulation at least **\[ \]** days prior to the start of
operations. The mix design shall be within the range shown in Table 2.
No seal coat shall be produced for payment until a job mix formula has
been approved by the Engineer. The formulation shall pass the fuel
resistance test in Appendix A.

The job mix formula for each mixture shall be in effect until modified
in writing by the Engineer.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **Improper formulations of coal‑tar pitch emulsion seal produce
> coatings that crack prematurely or do not adhere properly to the
> pavement surface. A minimum of 5 days is recommended for job mix
> approval.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

**TABLE 2.**

**COMPOSITION OF MIXTURE PER 100 GAL OF REFINED COAL TAR EMULSION**

+-----------+-----------+-----------+-----------+-----------+-----------+
| **Appl    | **Refined | **Water** | **Ag      | **Formula |           |
| ication** | Coal**    |           | gregate** | Rate of   |           |
|           |           |           |           | Ap        |           |
|           | **Tar**   |           |           | plication |           |
|           |           |           |           | of**      |           |
|           | **E       |           |           |           |           |
|           | mulsion** |           |           | **Mix per |           |
|           |           |           |           | Square    |           |
|           |           |           |           | Yard**    |           |
|           |           |           |           |           |           |
|           |           |           |           | **(Square |           |
|           |           |           |           | Meter)**  |           |
+-----------+-----------+-----------+-----------+-----------+-----------+
|           | **        | **        | **LBS**   | **Minimum | **Maximum |
|           | Gallons** | Gallons** |           | Gallons** | Gallons** |
|           |           |           | **(Kil    |           |           |
|           | **(       | **(       | ograms)** | **(       | **(       |
|           | Liters)** | Liters)** |           | Liters)** | Liters)** |
+-----------+-----------+-----------+-----------+-----------+-----------+
| Prime     |           |           |           |           |           |
| Coat      |           |           |           |           |           |
| (where    |           |           |           |           |           |
| required) |           |           |           |           |           |
| as        |           |           |           |           |           |
| specified |           |           |           |           |           |
| by the    |           |           |           |           |           |
| coal tar  |           |           |           |           |           |
| emulsion  |           |           |           |           |           |
| manu      |           |           |           |           |           |
| facturer. |           |           |           |           |           |
+-----------+-----------+-----------+-----------+-----------+-----------+
| 1st Seal  | 100       | 25-30     | 300-500   | 0.12      | 0.17      |
| Coat      |           |           |           |           |           |
|           | \(379\)   | (95-114)  | (136-228) | (0.54)    | (0.77)    |
+-----------+-----------+-----------+-----------+-----------+-----------+
| 2nd Seal  | 100       | 25-30     | 300-500   | 0.12      | 0.17      |
| Coat      |           |           |           |           |           |
|           | \(379\)   | (95-114)  | (136-228) | (0.54)    | (0.77)    |
+-----------+-----------+-----------+-----------+-----------+-----------+

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **The numbers shown in Table 2 represent the maximum recommended range
> of values. In all cases, the refined coal tar emulsion supplier is to
> give written approval of specific composition numbers to be used in
> the mix design.**
>
> **Some specifications covering this type of coating have allowed sand
> loadings in excess of 10 pounds per gallon of refined coal tar
> emulsion. These coatings have not performed well in the field due to
> poor fuel resistance and loss of adhesion and are not recommended.**
>
> **Additional coats may be specified for greater wearability.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

**630-3.3 Application Rate.** Application rates are not to exceed 0.17
gal/yd.^2^/coat (0.77 liters/m^2^/coat), and at no time are total coats
to exceed 0.51 gal/yd^2^ (2.3 liters/m^2^).

**630‑3.4 Test Section.** Prior to full production, the Contractor shall
prepare a quantity of mixture in the proportions shown in the approved
mix design. The amount of mixture shall be sufficient to place a test
section a minimum of 250 square yards at the rate specified in the job
mix formula. The area to be tested will be designated by the Engineer
and will be located on a representative section of the pavement to be
seal coated. The actual application rate will be determined by the
Engineer during placement of the test section and will depend on the
condition of the pavement surface.

The test section shall be used to verify the adequacy of the mix design
and to determine the application rate. The same equipment and method of
operations shall be used on the test section as will be used on the
remainder of the work.

If the test section should prove to be unsatisfactory, the necessary
adjustments to the job mix formula, mix composition, application rate,
placement operations, and equipment shall be made. Additional test
sections shall be placed and evaluated, if required. Full production
shall not begin without the Engineer\'s approval. Acceptable test
sections shall be paid for in accordance with paragraph 630‑7.1.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **The test section affords the Contractor and the Engineer an
> opportunity to determine the quality of the mixture in place as well
> as the performance of the equipment.**
>
> **The application rate depends on the surface texture.**
>
> **If operational conditions preclude placement of a test section on
> the pavement to be seal coated, it may be applied on a pavement with
> similar surface texture.**
>
> **The only test required on the composite mix placed in the field is
> the viscosity test. The fuel resistance test may be specified,
> however, this test takes 96 hours to run.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

CONSTRUCTION METHODS

**630‑4.1 Weather Limitations.** The seal coat shall not be applied when
the surface is wet or when the humidity or impending weather conditions
will not allow proper curing. The seal coat shall be applied only when
the atmospheric or pavement temperature is 50°F (10 degrees C) and
rising and is expected to remain above 50°F (10°C) for 24 hours, unless
otherwise directed by the Engineer.

**630‑4.2 Equipment and Tools.** The Contractor shall furnish all
equipment, tools, and machinery necessary for the performance of the
work.

**a. Distributors.** Distributors or spray units used for the spray
application of the seal coat shall be self‑propelled and capable of
uniformly applying 0.12 to 0.55 gallons per square yard (0.54 to 2.5
liters per square meter) of material over the required width of
application. Distributors shall be equipped with removable manhole
covers, tachometers, pressure gauges, and volume‑measuring devices.

The mix tank shall have a mechanically powered, full‑sweep, mixer with
sufficient power to move and homogeneously mix the entire contents of
the tank.

The distributor shall be equipped with a positive placement pump so that
a constant pressure can be maintained on the mixture to the spray
nozzles.

**b. Mixing Equipment.** The mixing machine shall have a continuous flow
mixing unit capable of accurately delivering a predetermined proportion
of aggregate, water, and emulsion, and of discharging the thoroughly
mixed product on a continuous basis. The mixing unit shall be capable of
thoroughly blending all ingredients together and discharging the
material to the spreader box without segregation.

**c. Spreading Equipment.** Spreading equipment shall be a
mechanical‑type squeegee distributor attached to the mixing machine,
equipped with flexible material in contact with the surface to prevent
loss of slurry from the spreader box. It shall be maintained to prevent
loss of slurry on varying grades and adjusted to assure uniform spread.
There shall be a lateral control device and a flexible strike‑off
capable of being adjusted to lay the slurry at the specified rate of
application. The spreader box shall have an adjustable width. The box
shall be kept clean; coal‑tar emulsion and aggregate build‑up on the box
shall not be permitted.

**d. Hand Squeegee or Brush Application.** The use of hand spreading
application shall be restricted to places not accessible to the
mechanized equipment or to accommodate neat trim work at curbs, etc.
Material that is applied by hand shall meet the same standards as that
applied by machine.

e**. Calibration.** The Contractor shall furnish all equipment,
materials and labor necessary to calibrate the equipment. It shall be
calibrated to assure that it will produce and apply a mix that conforms
to the job mix formula. Commercial equipment should be provided with a
method of calibration by the manufacturer. All calibrations shall be
made with the approved job materials prior to applying the seal coat to
the pavement. A copy of the calibration test results shall be furnished
to the Engineer.

**630-4.3 Preparation of Existing Asphalt Pavement Surfaces.** Existing
asphalt pavements indicated to be seal coated shall be prepared as
follows:

-   Patch bituminous pavement surfaces that have been softened by
    petroleum derivatives or have failed due to any other cause. Remove
    damaged pavement to the full depth of the damage and replace with
    new bituminous concrete similar to that of the existing pavement. If
    a solvent containing cold-applied material is used, complete
    patching a minimum of 90 days prior to the planned application of
    the sealer to permit solvent to escape before sealing.

-   Remove all vegetation and debris from cracks to a minimum depth of
    1″. If extensive vegetation exists treat the specific area with a
    concentrated solution of a water-based herbicide approved by the
    engineer. Fill all cracks, ignoring hairline cracks (\< 1/4″ wide)
    with a crack sealant. Wider cracks (over 1½″ wide (38.4 mm)), along
    with soft or sunken spots, indicate that the pavement or the
    pavement base should be repaired or replaced as stated above.

-   Clean pavement surface immediately prior to placing the prime coat
    or seal coat by sweeping, flushing well with water leaving no
    standing water, or a combination of both, so that it is free of
    dust, dirt, grease, vegetation, oil or any type of objectionable
    surface film.

-   Remove oil or grease that has not penetrated the asphalt pavement by
    scraping or by scrubbing with a detergent, then wash thoroughly with
    clean water. After cleaning, treat these areas with the oil spot
    primer.

-   To insure adhesion to sound but oxidized pavements, mix and apply a
    prime coat of a type and at a rate recommended by the coal tar
    emulsion manufacturer, after all loose aggregate is removed.

**630-4.4 Preparation of New Asphalt Pavement Surfaces.** New asphalt
pavements indicated to be seal coated shall be prepared as follows:

-   Cure new asphalt pavement surfaces so that there is no concentration
    of oils on the surface.

-   A period of at least 60 days at +70ºF daytime temperatures must
    elapse between the placement of a hot mixed asphalt concrete surface
    course and the application of the seal coat.

-   Perform a water-break-free test to confirm that the surface oils
    have degraded and dissipated. (Cast one gallon of clean water out
    over the surface. The water should sheet out and wet the surface
    uniformly without crawling or showing oil rings.) If asphalt does
    not pass this test, additional time must be allowed for extra curing
    and retesting prior to sealing.

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-   Clean pavement surface immediately prior to placing the prime coat
    or seal coat by sweeping, flushing well with water leaving no
    standing water, or a combination of both, so that it is free of
    dust, dirt, grease, vegetation, oil or any type of objectionable
    surface film.

-   Where oil spot priming is needed, remove oil or grease that has not
    penetrated the asphalt pavement by scraping or by scrubbing with a
    detergent, then wash thoroughly with clean water. After cleaning,
    treat these areas with the oil spot primer.

**630-4.5 Mixing.** Blend the coal tar emulsion mixture in the equipment
described in paragraph 630-4.2 using the ingredients described in Table
2. The mixing must produce a smooth homogeneous mixture of uniform
consistency. (Consult coal tar emulsion supplier for its recommended
order of addition of the ingredients.) During the entire mixing and
application process, no breaking, segregating or hardening of the
emulsion, nor balling or lumping of the sand is to be permitted.
Continue to agitate the seal coat mixture in the mixing tank at all
times prior to and during application so that a consistent mix is
available for application.

Small additional increments of water may be needed to provide a workable
consistency, but in no case is the water content to exceed the specified
amount.

**630-4.6 Application of Slurry Seal Coat.** The aggregate filled slurry
seal coat shall be applied at a uniform rate determined in paragraph
630-3.4.

In order to provide maximum adhesion, the pavement shall be dampened
with a fog spray of water if recommended by the supplier. No standing
water shall remain on the surface.

If a prime coat is required, mix and apply the prime coat as specified
in paragraph 630-4.3 for existing pavements or paragraph 630-4.4 for new
pavements.

Apply the first coat uniformly to obtain the rate determined in
paragraph 630-3.4.

Each coat shall be allowed to dry and cure initially before applying any
subsequent coats. The initial drying shall allow evaporation of water of
the applied mixture, resulting in the coating being able to sustain
light foot traffic. The initial curing shall enable the mixture to
withstand vehicle traffic without damage to the seal coat.

Apply the second coat in the same manner as outlined for the first coat.

Additional coats shall be applied over the entire surface as directed by
the engineer.

The finished surface shall present a uniform texture.

The final coat shall be allowed to dry a minimum of eight hours in dry
daylight conditions before opening to traffic, and initially cure enough
to support vehicular traffic without damage to the seal coat.

Where marginal weather conditions exist during the eight hour drying
time, additional drying time shall be required. The length of time shall
be as specified by the supplier. The surface shall be checked after the
additional drying time for trafficability before opening the section to
vehicle traffic.

Where striping is required, the striping paint utilized shall meet the
requirements of P-620, shall be compatible with the seal coat and as
recommended by the coal tar emulsion manufacturer.

QUALITY CONTROL

**630‑5.1 CONTRACTOR\'S CERTIFICATION.** The Contractor shall furnish
the manufacturer\'s certification that each consignment of emulsion
shipped to the project meets the requirements of Federal specification
R‑P‑355, except that the water content shall not exceed 50 percent. The
certification shall also indicate the solids and ash content of the
emulsion and the date the tests were conducted. The certification shall
be delivered to the Engineer prior to the beginning of work. The
manufacturer\'s certification for the emulsion shall not be interpreted
as a basis for final acceptance. Any certification received shall be
subject to verification by testing samples received for project use.

The Contractor shall also furnish a certification demonstrating a
minimum of three years' experience in the application of coal‑tar
emulsion seal coats.

**630‑5.2 INSPECTION.** The Owner shall have an independent technical
consultant on the job site at the beginning of operations for
application of coal‑tar emulsion seal coats. The consultant shall have
knowledge of the materials, procedures, and equipment described in this
specification and shall assist the Contractor regarding proper mixing of
the component materials and application of the seal coat. The consultant
shall have a minimum of 3 years' experience in the use of coal-tar seal
coats. Documentation of this experience shall be furnished to the
Engineer prior to the start of operations. The cost of the technical
consultant shall be paid for by the Owner.

**630‑5.3 SAMPLING.** A minimum of one sample per day shall be tested
for the properties of Table 2. A random sample of approximately
one-quart of the composite mix will be obtained daily by the contractor
and stored in a glass container. The containers shall be sealed against
contamination and retained in storage by the Owner for a period of six
months. Samples shall be stored at room temperature and not be subjected
to freezing temperatures.

A sample of undiluted coal-tar emulsion shall be obtained from each
consignment shipped to the job.

**630‑5.4 ENGINEER\'S RECORDS.** The Engineer will keep an accurate
record of each batch of materials used in the formulation of the seal
coat.

METHOD OF MEASUREMENT

**630-6.1** The refined coal tar emulsion shall be measured by the
**\[gallon (liter)\] \[ton (kg)\]**. Only the actual quantity of
undiluted refined coal tar emulsion will be measured for payment.

**630-6.2** Aggregate shall be measured by the ton (kg) of dry
aggregate.

BASIS OF PAYMENT

**630-7.1** Payment shall be made at the contract unit price per
**\[gallon (liter)\] (ton (kg)\]** for the refined coal tar emulsion and
at the contract price per ton (kg) for aggregate.

These prices shall be full compensation for furnishing all materials,
preparing, mixing, and applying these materials, and for all labor,
equipment, tools, and incidentals necessary to complete the item.

Payment will be made under:

> Item P-630-7.1 Refined Coal Tar Emulsion for Slurry Coat---per
> \[gallon (liter)\] \[ton (kg)\]
>
> Item P-630-7.2 Aggregate---per ton (kg) of dry aggregate.

TESTING REQUIREMENTS

> ASTM C 67 Sampling and Testing Brick and Structural Clay Tile
>
> ASTM C 136 Sieve or Screen Analysis of Fine and Coarse Aggregates
>
> ASTM D 160 Practice of Sampling Bituminous Materials
>
> ASTM D 2939 Standard Test Methods for Emulsified Bitumens used as
> Protective Coatings.

MATERIAL REQUIREMENTS

> ASTM D 490 Standard Specification for Road Tar
>
> ASTM D 692 Standard Specification for Coarse Aggregate for Bituminous
> Paving Mixtures
>
> ASTM C 3699 Kerosene
>
> ASTM D 4866 Standard Performance Specification for Coal Tar Pitch
> Emulsion Pavement Sealer Mix Formations Containing Mineral Aggregates
> and Optional Polymeric Admixtures
>
> ASTM D 5727 Emulsified Refined Coal Tar (Mineral Colloid Type)
>
> FED SPEC R-P-355 Pitch, Coal-tar Emulsion (Coating for Bituminous
> Pavements) ASTM D 5727 Emulsified Refined Coal Tar (Mineral Colloid
> Type)

Appendix A

**FUEL RESISTANCE TEST**

ITEM P-630

**FUEL RESISTANCE TEST ITEM P‑630**

**TEST METHODS CRITERION**

**1. Scope**

This method determines the resistance of the coal tar emulsion seal coat
to kerosene.

**2. Apparatus**

2.1 2 6″ X 6″ square 16 gauge sheet metal masks with a 4″ × 4″ square
center removed.

> 2.2 6″ X 6″ unglazed white ceramic tile with an absorption rate of
> 10‑18 percent (determined in accordance with ASTM C 67.

2.3 Brass ring, 2″ diameter and 2″ high.

2.4 Kerosene meeting requirements of ASTM D 3699.

2.5 Silicone rubber sealant.

**3. Procedure**

3.1 Immerse the ceramic tile in distilled water for a minimum of ten
minutes.

3.2 Remove excess water from the tile to produce a damp surface before
applying the seal coat.

3.3 Using the mask described in 2.1 apply one layer of the coal tar
emulsion mixture to the tile. Spread even with the top of the mask using
a spatula or other straight edge.

3.4 Allow the sample to cure for 96 hours at 77 [+]{.underline} 2
degrees F. and 50 [+]{.underline} 10 percent relative humidity.

3.5 Position a second mask on top of the first mask.

3.6 Apply a second coat of coal tar emulsion mixture. Spread even with
the top of the second mask.

3.7 Cure as in step 3.4.

3.8 After curing, affix the brass ring to the seal coat on the tile with
silicone rubber sealant.

3.9 Fill the brass ring with kerosene.

3.10 After 24 hours, remove the kerosene from the brass ring, blot dry
and immediately examine the film for softness and loss of adhesion.
Immediately after the film is examined, break the tile in half, exposing
that part of the tile whose film was subjected to the kerosene.

3.11 Evaluate for penetration of kerosene through the sealer and loss of
adhesion.

**4. Report**

4.1 Report the results as pass or fail. Visible evidence of leakage or
discoloration shall constitute failure of the test.

**Criterion:** A "pass" rating in the fuel resistance test is required.

**END OF ITEM P-630**

### **ITEM P-631 REFINED COAL TAR EMULSION WITH ADDITIVES, SLURRY SEAL SURFACE TREATMENT**

**631-1.1 GENERAL.** This item shall consist of a mixture of refined
coal tar emulsion, mineral aggregate, additives, and water properly
proportioned, mixed and applied as a slurry seal on new or existing
(aged) asphalt concrete pavement.

MATERIALS

**631-2.1** **Refined Coal Tar Emulsion.** A refined coal tar emulsion
prepared from a high temperature refined coal tar conforming to the
requirements of ASTM specification D 490 for grade 11-12. The use of oil
and water gas tar is not allowed. Base refined coal tar emulsion must
conform to all requirements of Federal Specification R-P-355.

**631-2.2** **Aggregate.** The aggregate shall be washed dry silica sand
or boiler slag free of dust, trash, clay, organic materials or other
deleterious substances. The aggregate shall meet the gradation in Table
1, when tested in accordance with ASTM C 136.

**TABLE 1. GRADATION OF AGGREGATES**\*

+-----------------+------------------+---------------+---------------+
| **Sieve Size**  |                  | ###### Per    |               |
|                 |                  | cent Retained |               |
+-----------------+------------------+---------------+---------------+
|                 |                  | **Minimum**   | **Maximum**   |
+-----------------+------------------+---------------+---------------+
| #20 or coarser  | (0.850 mm)       | 0             | 2             |
+-----------------+------------------+---------------+---------------+
| #30             | (0.600 mm)       | 0             | 12            |
+-----------------+------------------+---------------+---------------+
| #40             | (0.425 mm)       | 2             | 60            |
+-----------------+------------------+---------------+---------------+
| #50             | (0.300 mm)       | 5             | 60            |
+-----------------+------------------+---------------+---------------+
| #70             | (0.212 mm)       | 5             | 60            |
+-----------------+------------------+---------------+---------------+
| #100            | (0.150 mm)       | 5             | 30            |
+-----------------+------------------+---------------+---------------+
| #140            | (0.106 mm)       | 0             | 10            |
+-----------------+------------------+---------------+---------------+
| #200            | (0.075 mm)       | 0             | 2             |
+-----------------+------------------+---------------+---------------+
| Finer than #200 |                  | 0             | 0.3           |
+-----------------+------------------+---------------+---------------+

> \* Table 1 represents the maximum range of aggregate gradations.
>
> In all cases the refined coal tar emulsion supplier is to give written
> approval of the aggregate used in the mix design.

**631-2.3 Additive.** As specified by the coal tar emulsion
manufacturer.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **Additives are one or more ingredients that can be added to a
> specific refined coal tar emulsion, water and/or sand mixture to
> improve the coatings final properties. These properties include
> durability, fuel resistance, drying time, color uniformity, and/or
> length of cure time. Additives may also be used to modify the wet
> mixture's viscosity to improve aggregate suspension.**
>
> **The type of additive to be used should be specified by the coal tar
> emulsion manufacturer and will depend on which final properties are
> desired.**
>
> **The engineer should specify the desired properties.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

**631-2.4 Water. W**ater for mixing shall be potable, free of harmful
soluble salts, and at least 50ºF (10º C).

**631-2.5 Crack Sealant.** Crack sealant shall be certified for
compatibility with the refined coal tar emulsion by the manufacturer of
the refined coal tar emulsion, and approved by the engineer.

**631-2.6 Oil Spot Primer.** Oil spot primer shall be certified for
compatibility with the refined coal tar emulsion by the manufacturer of
the refined coal tar emulsion, and approved by the engineer.

**631-2.7 Pavement Primer.** Pavement primer shall be certified for
compatibility with the refined coal tar emulsion by the manufacturer of
the refined coal tar emulsion, and approved by the engineer.\]

COMPOSITION AND APPLICATION

**631-3.1 Composition.** The refined coal tar emulsion seal coat is to
consist of a mixture of refined coal tar emulsion, water, additive and
aggregate, and be proportioned as shown in Table 2. The composition must
have written approval of the coal tar emulsion manufacturer.

**631‑3.2 Job Mix Formula.** The contractor shall submit the recommended
formulation of water, emulsion, aggregate and application rate proposed
for use to a testing laboratory together with sufficient materials to
verify the formulation at least **\[ \]** days prior to the start of
operations. The mix design shall be within the range shown in Table 2.
No seal coat shall be produced for payment until a job mix formula has
been approved by the Engineer. The formulation shall pass the fuel
resistance test in Appendix A.

The job mix formula for each mixture shall be in effect until modified
in writing by the Engineer.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **Improper formulations of coal‑tar pitch emulsion seal produce
> coatings that crack prematurely or do not adhere properly to the
> pavement surface. A minimum of 5 days is recommended for job mix
> approval.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

**TABLE 2.**

**COMPOSITION OF MIXTURE PER 100 GAL OF REFINED COAL TAR EMULSION**

+---------+---------+---------+---------+---------+---------+---------+
| *       | **      | **      | **Add   | **Aggr  | **      |         |
| *Applic | Refined | Water** | itive** | egate** | Formula |         |
| ation** | Coal**  |         |         |         | Rate of |         |
|         |         |         |         |         | Appl    |         |
|         | **Tar** |         |         |         | ication |         |
|         |         |         |         |         | of**    |         |
|         | **Emu   |         |         |         |         |         |
|         | lsion** |         |         |         | **Mix   |         |
|         |         |         |         |         | per     |         |
|         |         |         |         |         | Square  |         |
|         |         |         |         |         | Yard**  |         |
|         |         |         |         |         |         |         |
|         |         |         |         |         | **(Li   |         |
|         |         |         |         |         | ters)** |         |
+---------+---------+---------+---------+---------+---------+---------+
|         | **Ga    | **Ga    | **Ga    | **LBS** | **      | **      |
|         | llons** | llons** | llons** |         | Minimum | Maximum |
|         |         |         |         | **(Li   | Ga      | Ga      |
|         | **(Li   | **(Li   | **(Li   | ters)** | llons** | llons** |
|         | ters)** | ters)** | ters)** |         |         |         |
|         |         |         |         |         | **(Li   | **(Li   |
|         |         |         |         |         | ters)** | ters)** |
+---------+---------+---------+---------+---------+---------+---------+
| Prime   |         |         |         |         |         |         |
| Coat    |         |         |         |         |         |         |
| (where  |         |         |         |         |         |         |
| re      |         |         |         |         |         |         |
| quired) |         |         |         |         |         |         |
| as      |         |         |         |         |         |         |
| sp      |         |         |         |         |         |         |
| ecified |         |         |         |         |         |         |
| by the  |         |         |         |         |         |         |
| coal    |         |         |         |         |         |         |
| tar     |         |         |         |         |         |         |
| e       |         |         |         |         |         |         |
| mulsion |         |         |         |         |         |         |
| manufa  |         |         |         |         |         |         |
| cturer. |         |         |         |         |         |         |
+---------+---------+---------+---------+---------+---------+---------+
| 1st     | 100     | 25-70   | 2-6     | 300-700 | 0.12    | 0.20    |
| Seal    |         |         |         |         |         |         |
| Coat    | \(379\) | (       | (7.     | (1      | (0.54)  | (0.91)  |
|         |         | 95-265) | 6-22.7) | 36-318) |         |         |
+---------+---------+---------+---------+---------+---------+---------+
| 2nd     | 100     | 25-70   | 2-6     | 300-700 | 0.12    | 0.20    |
| Seal    |         |         |         |         |         |         |
| Coat    | \(379\) | (       | (7.     | (1      | (0.54)  | (0.91)  |
|         |         | 95-265) | 6-22.7) | 36-318) |         |         |
+---------+---------+---------+---------+---------+---------+---------+

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **The numbers shown in Table 2 represent the maximum recommended range
> of values. In all cases, the refined coal tar emulsion supplier is to
> give written approval of specific composition numbers to be used in
> the mix design.**
>
> **Some specifications covering this type of coating have allowed sand
> loadings in excess of 10 pounds per gallon of refined coal tar
> emulsion. These coatings have not performed well in the field due to
> poor fuel resistance and loss of adhesion and are not recommended.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

**631-3.3 Application Rate**. Application rates are not to exceed 0.20
gal/yd. ^2^/coat (0.91 liters/m^2^/coat), and at no time are total coats
to exceed 0.51 gal/yd^2^ (2.3 liters/m^2^).

**631‑3.4 Test Section.** Prior to full production, the Contractor shall
prepare a quantity of mixture in the proportions shown in the approved
mix design. The amount of mixture shall be sufficient to place a test
section a minimum of 250 square yards at the rate specified in the job
mix formula. The area to be tested will be designated by the Engineer
and will be located on a representative section of the pavement to be
seal coated. The actual application rate will be determined by the
Engineer during placement of the test section and will depend on the
condition of the pavement surface.

The test section shall be used to verify the adequacy of the mix design
and to determine the application rate. The same equipment and method of
operations shall be used on the test section as will be used on the
remainder of the work.

If the test section should prove to be unsatisfactory, the necessary
adjustments to the job mix formula, mix composition, application rate,
placement operations, and equipment shall be made. Additional test
sections shall be placed and evaluated, if required. Full production
shall not begin without the Engineer\'s approval. Acceptable test
sections shall be paid for in accordance with paragraph 631‑7.1.

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

> **The test section affords the Contractor and the Engineer an
> opportunity to determine the quality of the mixture in place as well
> as the performance of the equipment.**
>
> **The application rate depends on the surface texture.**
>
> **If operational conditions preclude placement of a test section on
> the pavement to be seal coated, it may be applied on a pavement with
> similar surface texture.**
>
> **The only test required on the composite mix placed in the field is
> the viscosity test. The fuel resistance test may be specified,
> however, this test takes 96 hours to run.**

**\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \* \*
\* \* \* \* \* \* \* \* \* \* \* \* \* \***

CONSTRUCTION METHODS

**631‑4.1 Weather Limitations.** The seal coat shall not be applied when
the surface is wet or when the humidity or impending weather conditions
will not allow proper curing. The seal coat shall be applied only when
the atmospheric or pavement temperature is 50°F (10°C) and rising and is
expected to remain above 50°F (10°C) for 24 hours, unless otherwise
directed by the Engineer.

**631‑4.2 Equipment and Tools.** The Contractor shall furnish all
equipment, tools, and machinery necessary for the performance of the
work.

**a. Distributors.** Distributors or spray units used for the spray
application of the seal coat shall be self‑propelled and capable of
uniformly applying 0.12 to 0.55 gallons per square yard (0.54 to 2.5
liters per square meter) of material over the required width of
application. Distributors shall be equipped with removable manhole
covers, tachometers, pressure gauges, and volume‑measuring devices.

The mix tank shall have a mechanically powered, full‑sweep, mixer with
sufficient power to move and homogeneously mix the entire contents of
the tank.

The distributor shall be equipped with a positive placement pump so that
a constant pressure can be maintained on the mixture to the spray
nozzles.

**b. Mixing Equipment.** The mixing machine shall have a continuous flow
mixing unit capable of accurately delivering a predetermined proportion
of aggregate, water, and emulsion, and of discharging the thoroughly
mixed product on a continuous basis. The mixing unit shall be capable of
thoroughly blending all ingredients together and discharging the
material to the spreader box without segregation.

**c. Spreading Equipment.** Spreading equipment shall be a
mechanical‑type squeegee distributor attached to the mixing machine,
equipped with flexible material in contact with the surface to prevent
loss of slurry from the spreader box. It shall be maintained to prevent
loss of slurry on varying grades and adjusted to assure uniform spread.
There shall be a lateral control device and a flexible strike‑off
capable of being adjusted to lay the slurry at the specified rate of
application. The spreader box shall have an adjustable width. The box
shall be kept clean; coal‑tar emulsion and aggregate build‑up on the box
shall not be permitted.

**d. Hand Squeegee or Brush Application.** The use of hand spreading
application shall be restricted to places not accessible to the
mechanized equipment or to accommodate neat trim work at curbs, etc.
Material that is applied by hand shall meet the same standards as that
applied by machine.

**e. Calibration.** The Contractor shall furnish all equipment,
materials and labor necessary to calibrate the equipment. It shall be
calibrated to assure that it will produce and apply a mix that conforms
to the job mix formula. Commercial equipment should be provided with a
method of calibration by the manufacturer. All calibrations shall be
made with the approved job materials prior to applying the seal coat to
the pavement. A copy of the calibration test results shall be furnished
to the Engineer.

**631-4.3 Preparation Of Existing Asphalt Pavement Surfaces.** Existing
asphalt pavements indicated to be seal coated shall be prepared as
follows:

-   Patch bituminous pavement surfaces that have been softened by
    petroleum derivatives or have failed due to any other cause. Remove
    damaged pavement to the full depth of the damage and replace with
    new bituminous concrete similar to that of the existing pavement. If
    a solvent containing cold-applied material is used, complete
    patching a minimum of 90 days prior to the planned application of
    the sealer to permit solvent to escape before sealing.

-   Remove all vegetation and debris from cracks to a minimum depth of
    1″. If extensive vegetation exists treat the specific area with a
    concentrated solution of a water-based herbicide approved by the
    engineer. Fill all cracks, ignoring hairline cracks (\< 1/4″ wide)
    with a crack sealant. Wider cracks (over 1½″ wide (38.4 mm)), along
    with soft or sunken spots, indicate that the pavement or the
    pavement base should be repaired or replaced as stated above.

-   Clean pavement surface immediately prior to placing the prime coat
    or seal coat by sweeping, flushing well with water leaving no
    standing water, or a combination of both, so that it is free of
    dust, dirt, grease, vegetation, oil or any type of objectionable
    surface film.

-   Remove oil or grease that has not penetrated the asphalt pavement by
    scraping or by scrubbing with a detergent, then wash thoroughly with
    clean water. After cleaning, treat these areas with the oil spot
    primer.

-   To insure adhesion to sound but oxidized pavements, mix and apply a
    prime coat of a type and at a rate recommended by the coal tar
    emulsion manufacturer, after all loose aggregate is removed.

**631-4.4 Preparation Of New Asphalt Pavement Surfaces.** New asphalt
pavements indicated to be seal coated shall be prepared as follows:

-   Cure new asphalt pavement surfaces so that there is no concentration
    of oils on the surface.

-   A period of at least 60 days at +70ºF daytime temperatures must
    elapse between the placement of a hot mixed asphalt concrete surface
    course and the application of the seal coat.

-   Perform a water-break-free test to confirm that the surface oils
    have degraded and dissipated. (Cast one gallon of clean water out
    over the surface. The water should sheet out and wet the surface
    uniformly without crawling or showing oil rings.) If asphalt does
    not pass this test, additional time must be allowed for extra curing
    and retesting prior to sealing.

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-   Where oil spot priming is needed, remove oil or grease that has not
    penetrated the asphalt pavement by scraping or by scrubbing with a
    detergent, then wash thoroughly with clean water. After cleaning,
    treat these areas with the oil spot primer.

-   To ensure adhesion to sound but oxidized pavements, mix and apply a
    prime coat of a type and at a rate recommended by the coal tar
    emulsion manufacturer, after all loose aggregate is removed.

**631-4.5 MIXING.** Blend the coal tar emulsion mixture in the equipment
described in paragraph 631-4.2 using the ingredients described in Table
2. The mixing must produce a smooth homogeneous mixture of uniform
consistency. (Consult coal tar emulsion supplier for its recommended
order of addition of the ingredients.) During the entire mixing and
application process, no breaking, segregating or hardening of the
emulsion, nor balling or lumping of the sand is to be permitted.
Continue to agitate the seal coating mixture in the mixing tank at all
times prior to and during application so that a consistent mix is
available for application.

Small additional increments of water may be needed to provide a workable
consistency, but in no case is the water content to exceed the specified
amount.

**631-4.6 Application of Slurry Seal Coat.** The aggregate filled slurry
seal coat shall be applied at a uniform rate determined in paragraph
631-3.4.

In order to provide maximum adhesion, the pavement shall be dampened
with a fog spray of water if recommended by the supplier. No standing
water shall remain on the surface.

If a prime coat is required, mix and apply the prime coat as specified
in paragraph 631-4.3 for existing pavements or paragraph 631-4.4 for new
pavements.

Apply the first coat uniformly to obtain the rate determined in
paragraph 631-3.4.

Each coat shall be allowed to dry and cure initially before applying any
subsequent coats. The initial drying shall allow evaporation of water of
the applied mixture, resulting in the coating being able to sustain
light foot traffic. The initial curing shall enable the mixture to
withstand vehicle traffic without damage to the seal coat.

Apply the second coat in the same manner as outlined for the first coat.

Additional coats shall be applied over the entire surface as directed by
the engineer.

The finished surface shall present a uniform texture.

The final coat shall be allowed to dry a minimum of eight hours in dry
daylight conditions before opening to traffic, and initially cure enough
to support vehicular traffic without damage to the seal coat.

Where marginal weather conditions exist during the eight hour drying
time, additional drying time shall be required. The length of time shall
be as specified by the supplier. The surface shall be checked after the
additional drying time for trafficability before opening the section to
vehicle traffic.

Where striping is required, the striping paint utilized shall meet the
requirements of P-620, shall be compatible with the seal coat and as
recommended by the coal tar emulsion manufacturer.

QUALITY CONTROL

**631‑5.1 CONTRACTOR\'S CERTIFICATION.** The Contractor shall furnish
the manufacturer\'s certification that each consignment of emulsion
shipped to the project meets the requirements of Federal specification
R‑P‑355, except that the water content shall not exceed 50 percent. The
certification shall also indicate the solids and ash content of the
emulsion and the date the tests were conducted. The certification shall
be delivered to the Engineer prior to the beginning of work. The
manufacturer\'s certification for the emulsion shall not be interpreted
as a basis for final acceptance. Any certification received shall be
subject to verification by testing samples received for project use.

The Contractor shall also furnish a certification demonstrating a
minimum of three years experience in the application of coal‑tar
emulsion seal coats.

**631‑5.2 INSPECTION.** The Owner shall have an independent technical
consultant on the job site at the beginning of operations for
application of coal‑tar emulsion seal coats. The consultant shall have
knowledge of the materials, procedures, and equipment described in this
specification and shall assist the Contractor regarding proper mixing of
the component materials and application of the seal coat. The consultant
shall have a minimum of 3 years experience in the use of coal-tar seal
coats. Documentation of this experience shall be furnished to the
Engineer prior to the start of operations. The cost of the technical
consultant shall be paid for by the Owner.

**631‑5.3 SAMPLING.** A minimum of one sample per day shall be tested
for the properties of Table 2. A random sample of approximately
one-quart of the composite mix will be obtained daily by the contractor
and stored in a glass container. The containers shall be sealed against
contamination and retained in storage by the Owner for a period of six
months. Samples shall be stored at room temperature and not be subjected
to freezing temperatures.

A sample of undiluted coal-tar emulsion shall be obtained from each
consignment shipped to the job.

**631‑5.4 ENGINEER\'S RECORDS.** The Engineer will keep an accurate
record of each batch of materials used in the formulation of the seal
coat.

METHOD OF MEASUREMENT

**631-6.1** The refined coal tar emulsion with additives shall be
measured by the **\[gallon (liter)\] \[ton (kg)\]**. Only the actual
quantity of undiluted refined coal tar emulsion with additives will be
measured for payment.

**631-6.2** Aggregate shall be measured by the ton (kg) of dry
aggregate.

BASIS OF PAYMENT

**631-7.1** Payment shall be made at the contract unit price per
**\[gallon (liter)\] (ton (kg)\]** for the refined coal tar emulsion
with additives and at the contract price per ton (kg) for aggregate.

These prices shall be full compensation for furnishing all materials,
preparing, mixing, and applying these materials, and for all labor,
equipment, tools, and incidentals necessary to complete the item.

Payment will be made under:

> Item P-631-7.1 Refined Coal Tar Emulsion with Additives for Slurry
> Coat---per \[gallon (liter)\] \[ton (kg)\]
>
> Item P-631-7.2 Aggregate---per ton (kg) of dry aggregate.

TESTING REQUIREMENTS

> ASTM C 67 Sampling and Testing Brick and Structural Clay Tile
>
> ASTM C 136 Sieve or Screen Analysis of Fine and Coarse Aggregates
>
> ASTM D 160 Practice of Sampling Bituminous Materials
>
> ASTM D 2939 Standard Test Methods for Emulsified Bitumens used as
> Protective Coatings.

MATERIAL REQUIREMENTS

> ASTM D 490 Standard Specification for Road Tar
>
> ASTM D 692 Standard Specification for Coarse Aggregate for Bituminous
> Paving Mixtures
>
> ASTM C 3699 Kerosene
>
> ASTM D 4866 Standard Performance Specification for Coal Tar Pitch
> Emulsion Pavement Sealer Mix Formations Containing Mineral Aggregates
> and Optional Polymeric Admixtures
>
> FED SPEC R-P-355 Pitch, Coal-tar Emulsion (Coating for Bituminous
> Pavements) ASTM D 5727 Emulsified Refined Coal Tar (Mineral Colloid
> Type)

Appendix A

**FUEL RESISTANCE TEST**

ITEM P-631

**FUEL RESISTANCE TEST ITEM P‑631**

**TEST METHODS CRITERION**

**1. Scope**

This method determines the resistance of the coal tar emulsion seal coat
to kerosene.

**2. Apparatus**

2.1 2 6″ X 6″ square 16 gauge sheet metal masks with a 4″ × 4″ square
center removed.

2.2 6″ X 6″ unglazed white ceramic tile with an absorption rate of 10‑18
percent (determined in accordance with ASTM C 67.

2.3 Brass ring, 2″ diameter and 2″ high.

2.4 Kerosene meeting requirements of ASTM D 3699.

2.5 Silicone rubber sealant.

**3. Procedure**

3.1 Immerse the ceramic tile in distilled water for a minimum of ten
minutes.

3.2 Remove excess water from the tile to produce a damp surface before
applying the seal coat.

3.3 Using the mask described in 2.1 apply one layer of the coal tar
emulsion mixture to the tile. Spread even with the top of the mask using
a spatula or other straight edge.

3.4 Allow the sample to cure for 96 hours at 77 [+]{.underline} 2
degrees F. and 50 [+]{.underline} 10 percent relative humidity.

3.5 Position a second mask on top of the first mask.

3.6 Apply a second coat of coal tar emulsion mixture. Spread even with
the top of the second mask.

3.7 Cure as in step 3.4.

3.8 After curing, affix the brass ring to the seal coat on the tile with
silicone rubber sealant.

3.9 Fill the brass ring with kerosene.

3.10 After 24 hours, remove the kerosene from the brass ring, blot dry
and immediately examine the film for softness and loss of adhesion.
Immediately after the film is examined, break the tile in half, exposing
that part of the tile whose film was subjected to the kerosene.

3.11 Evaluate for penetration of kerosene through the sealer and loss of
adhesion.

**4. Report**

4.1 Report the results as pass or fail. Visible evidence of leakage or
discoloration shall constitute failure of the fuel resistance test.

**Criterion:** A "pass" rating in the fuel resistance test is required
prior to full production.

**END OF ITEM P-631**