### **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