Part 5 - Technical SpecificationsCITY OF KALISPELL
KALISPELL CITY AIRPORT
North End Surfacing Improvements
May 10, 2005
ILI W
P-101 Surface Preparation
P-152 Excavation and Embankment
P-154 Subbase Course
P-156 Temp. Air, Water Pollution, Soil Erosion, Siltation Control
P-160 Watering
P-208 Aggregate Base Course
P-401 Plant Mix Bituminous Pavements
P-602 Bituminous Prime Coat
P-603 Bituminous Tack Coat
P-610 Structural Portland Cement Concrete
P-620 Runway and Taxiway Painting
P-625 Coal Tar Pitch Emulsion Seal Coat
P-669 Subsurface Separation Fabric
D-701 Pipe for Storm Drains and Culverts
D-751 Manholes, Catch Basins, Inlets & Inspection Holes
D-755 Tie -Down Anchor
F-162 Chain Link Fences
F-164 Chain Link Cantilever Slide Gate
L-110 Installation of Airport Underground Electrical Ducts
L-125 Installation of Airport Lighting Systems
T-901
Seeding
T-905
Topsoiling
T-908
Mulching
ITEM P-101 SURFACE PREPARATION
1014.1 This item shall consist of preparation of existing pavement surfaces for overlay, removal of existing
pavement, and other miscellaneous items. The work shall be accomplished in accordance with these specifica-
tions and the applicable drawings.
101-2.1 All equipment shall be specified hereinafter or as approved by the Engineer. The equipment shall not
cause damage to the pavement to remain in place.
101-3.1 REMOVAL OF EXISTING PAVEMENT
a. Concrete: The existing concrete to be removed shall be freed from the pavement to remain unless
jackhammers are used for the complete removal. This shall be accomplished by line drilling or sawing
through the complete depth of the slab one foot inside the perimeter of the final removal limits or
outside the load transfer devices, whichever is greater. In this case, the limits of removal would be
located on joints. If line drilling is used, the distance between holes shall not exceed the diameter of
the hole. The pavement between the perimeter of the pavement removal and the saw cut or line -drilled
holes shall be removed with a jackhammer. Where the perimeter of the removal limits is not located
on the joint, the perimeter shall be saw cut 2 inches in depth or 1/4 the slab thickness, whichever is
less. Again, the concrete shall be line drilled or saw cut the full depth of the pavement 6 inches inside
the removal limits. The pavement inside the saw cut or line shall be broken by methods suitable to the
Contractor; however, if the material is to be wasted on the airport site, it shall be reduced to a
maximum size designated be the airport owner. The Contractor's removal operation shall not cause
damage to cables, utility ducts, pipelines, or drainage structures under the pavement. Any damage
shall be repaired by the Contractor at no expense to the airport owner.
. Asphaltic Concrete: Asphaltic concrete pavement to be removed shall be cut to the full depth of
the bituminous material around the perimeter of the area to be removed. The pavement shall be
removed in such a manner that the joint for each layer of pavement replacement is offset one foot from
the joint in the preceding layer. This does not apply if the removed pavement is to be replaced with
concrete or soil. If the material is to be wasted on the airport site, it shall be broken to a maximum size
as designated by the airport owner.
101-3.2 PREPARATION OF JOINTS AND CRACKS. All joints and cracks in bituminous and concrete
pavements to be overlaid with asphaltic concrete shall be cleaned of joint and crack sealer, debris, and
vegetation. Any excess joint or crack sealer on the surface of the pavement shall also be removed from the
pavement surface. If vegetation is a problem, a soil sterilant shall be applied. Cracks and joints wider than 3/8
inch shall be filled with a mixture of emulsified asphalt and aggregate. The aggregate shall consist of
limestone, volcanic ash, sand, or other material that will cure to form a hard substance. The combined
gradation shall be as follows:
Sieve Size
Percent Passing
No. 4
100
No. 8
90-100
No. 16
65-90
SURFACE PREPARATION P-101.1
No. 30
40-60
No. 50
25-42
No. 100
15-30
No. 200
10-20
Up to 3 % cement can be added to accelerate the set time. The mixture shall not contain more than 20% natural
sand without approval in writing from the Engineer.
The proportions of asphalt emulsion and aggregate shall be determined in the field and may be varied to
facilitate construction requirements. Normally, these proportions will be approximately one part asphalt
emulsion to five parts aggregate by volume. The material shall be poured into the joints or cracks or shall be
placed in the joint or crack and compacted to form a voidless mass. The joint or crack shall be filled within 0
to 1/8 inch of the surface. Any material spilled outside the width of the joint shall be removed from the surface
prior to constructing the overlay. Where concrete overlays are to be constructed, only the excess joint material
on the surface and vegetation in the joints need to be removed.
This section on preparation of joints and cracks shall be overwritten if either Technical Specification P-218
Crack Preparation and Sealant or P-605 Joint Sealing Filler is included in this project.
101-3.3 REMOVAL OF PAINT AND RUBBER. All paint and rubber over one foot wide that will affect
the bond of the new overlay shall be removed from the surface of the existing pavement. Chemicals, high
pressure water, heater scarifier (asphaltic concrete only), cold milling, or sandblasting may be used. Any
methods used shall not cause major damage to the pavement. Major damage is defined as changing the
properties of the pavement or removing pavement over 1/8 inch deep. If chemicals are used, they shall comply
with the state's environmental protection regulations. No material shall be deposited on the runway shoulders.
All wastes shall be disposed of in areas indicated in this specification or shown on the plans. This specification
shall not be used for removal of rubber deposits to improve skid resistance or obliterate traffic markings where
a new overlay is not to be constructed.
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a. Repair of Concrete Spalls in Areas to be overlaid with Asphalt: The Contractors shall repair
all spalled concrete as shown on the plans or as directed by the Resident Engineer. The perimeter of
the repair shall be sawed a minimum of 1 inch deep or shall be cut with approved tools to this depth.
The deteriorated material shall be removed to a depth where the existing material is firm or cannot be
easily removed with a geologist pick. The removed area shall be filled with asphaltic concrete with a
minimum Marshal stability of 1,200 lbs. and maximum flow of 20. The material shall be compacted
with equipment approved by the Engineer until the material is dense and no movement or marks can
be noted. The material shall not be placed in lifts over 4 inches in depth. This method of repair
applies only to pavement to be overlaid.
b. Asphaltic Concrete Pavement Repair: The failed areas shall be removed as specified in
paragraph P-101-3.1b. All failed material including surface, base course, subbase course, and
subgrade shall be removed. The base course and subbase shall be replaced if it has been infiltrated
with clay, silt, or other material affecting the load -bearing capacity. Materials and methods of
construction shall comply with the other applicable sections of this specification.
M III ''WA,214e
a. Patching: The machine shall be capable of cutting a vertical edge without chipping or spalling the
edges of the pavement to remain. The machine shall have a positive method of controlling the depth of
P-101.2 SURFACE PREPARATION
cut. The Engineer shall layout the area to be milled. The area shall be laid out with straightedges in
increments of 1-foot widths. The area to be milled shall cover only the failed area. Any excessive area
that is milled because the Contractor doesnl have the appropriate machine, or areas that are damaged
because of his negligence, shall not be included in the measurement for payment.
b. Profiling, Grade Correction, or Surface Correction: The machine shall have a minimum width
of 10 feet. It shall be equipped with electronic grade control devices on both sides that will cut the
surface to the grade and tolerances specified. The machine shall cut vertical edges. A positive method
of dust control shall be provided. The machine shall be capable of discharging the millings in a truck
or leaving them in a defined windrow.
101-3.6 SAW CUTTING.
a. All saw cuts shall be made at the locations and to the depths shown on the drawings or otherwise
specified. The saw cut shall be made to produce a neat vertical face joint between the pavement areas
to be removed and the adjacent existing surface.
b. The equipment used to perform the saw cutting shall be approved by the Engineer prior to the
commencement of the work.
el 1-3 rel-275•
a. General: If there is no quantity shown in the bidding schedule, the work covered by this section
shall be considered as a subsidiary obligation of the Contractor covered under the other contract items.
Only accepted work will be measured.
b. Pavement Removal: The unit of measurement for pavement removal shall be the number of
square yards removed by the Contractor. Any pavement removed outside the limits of removal
because the pavement was damaged by negligence on the part of the Contractor shall not be included
in the measurement for payment.
c. Joint and Crack Repair: The unit of measurement for joint and crack repair shall be the linear
foot of joint.
d. Paint and Rubber Removal: The unit of measurement for paint and rubber removal shall be the
square foot.
e. Spall and Failed Asphalt Concrete Pavement Repair:
1. The unit of measure for concrete spall repair shall be the number of square feet. The
average depth of the patch shall be agreed upon by the Contractor and the Resident Engineer.
The quantity shall be divided in the following categories:
(a) 0 to 4 inches in average depth.
(b) 4 to 8 inches in average depth.
(c), Greater than 8 inches in average depth.
SURFACE PREPARATION ;,0,
2. The unit of measure for failed asphaltic concrete pavement shall be as follow:
(a) Asphalt Concrete Square Yards.
(b) Base Course Square Yards.
(c) Subbase Course Square Yards.
(d) Subgrade Square Yards.
f. Cold Planing. The unit of measure for cold planning shall be the number square yards. The
average depth of the cold planning shall be determined by the Engineer and the Contractor prior to
accomplishment of the work. When surface correction is required, if the initial cut doesnl correct the
condition, the Contractor shall replane the area and will be paid only once for the total depth of
planning. The quantity shall be divided into the following categories:
(a) 0 to 2 inches (d) 0 to 5 inches
(b) 0 to 3 inches (e) 0 to 6 inches
(c) 0 to 4 inches
101-5.1 PAYMENT. Payment shall be made at contract unit price for the unit of measurement as specified
herein before. This price shall be full compensation for furnishing all materials and for all preparation,
hauling, and placing of the material and for all labor, equipment, tools, and incidentals necessary to complete
this item.
File: F:ViiIRPORTSWDMIMTECHSPECSWorice16Changex\P101.doc
(12104) INCLUDING FAA NW REGION NOTICE 16
P-101.4 SURFACE PREPARATION
ITEM P-152 EXCAVATION AND EMBANKMENT
152-1.1 This item covers excavation, disposal, placement, and compaction of all materials within the limits of
the work required to construct runway safety areas, runways, taxiways, aprons, and intermediate as well as
other areas for drainage, building construction, parking, or other purposes in accordance with these
specifications and in conformity to the dimensions and typical section shown on the plans.
152-1.2 CLASSIFICATION. All material excavated shall be classified as defined below:
a. Unclassified Excavation. Unclassified excavation shall consist of the excavation and disposal of all
material, regardless of its nature, which is not otherwise classified and paid for under the following
items.
b. Rock Excavation. Rock excavation shall include all solid rock in ledges, in bedded deposits, in
unstratified masses, and conglomerate deposits which are so firmly cemented they cannot be removed
without blasting or using rippers. All boulders containing a volume of more than 1/2 cubic yard (0.4
cubic meter) will be classified as "rock excavation."
C. Muck Excavation. Muck excavation shall consist of the removal and disposal of deposits of mixtures
of soils and organic matter not suitable for foundation material. Muck shall include materials which
will decay or produce subsidence in the embankment. It may be made up of decaying stumps, roots,
logs, humus, or other material not satisfactory for incorporation in the embankment.
d. Drainage Excavation. Drainage excavation shall consist of all excavation made for the primary
purpose of drainage and includes drainage ditches, such as intercepting, inlet or outlet; temporary
levee construction; or any other type as shown on the plans.
e. Borrow Excavation. Borrow excavation shall consist of approved material required for the
construction of embankment or for other portions of the work in excess of the quantity of usable
material available from required excavations. Borrow material shall be obtained from areas within the
limits of the airport property but outside the normal limits of necessary grading, or from areas outside
the airport. The designer shall include testing frequencies per square yard for density and moisture
acceptance tests.
152-1.3 Unsuitable Excavation. Any material containing vegetable or organic matter, such as muck, peat,
organic silt, or sod shall be considered unsuitable for use in embankment construction. Material, when
approved by the Engineer as suitable to support vegetation, may be used on the embankment slope.
U110guy I WJrr
152-2.1 General. Before beginning excavation, grading, and embankment operations in any area, the area shall
be completely cleared and grubbed in accordance with Item P-151.
The suitability of material to be placed in embankments shall be subject to approval by the Engineer. All
unsuitable material shall be disposed of in waste areas shown on the plans. All waste areas shall be graded to
allow positive drainage of the area and of adjacent areas. The surface elevation of waste areas shall not extend
above the surface elevation of adjacent usable areas of the airport, unless specified on the plans or approved by
the Engineer.
' i a. r,. ` r EMBANKMENT r
When the Contractor's excavating operations encounter artifacts of historical or archaeological significance, the
operations shall be temporarily discontinued. At the direction of the Engineer, the Contractor shall excavate
the site in such a manner as to preserve the artifacts encountered and allow for their removal. Such excavation
will be paid for as extra work.
Those areas outside of the pavement areas in which the top layer of soil material has become compacted, by
hauling or other activities of the Contractor shall be scarified and disked to a depth of 4 inches (100 mm), in
order to loosen and pulverize the soil.
If it is necessary to interrupt existing surface drainage, sewers or under -drainage, conduits, utilities, or similar
underground structures the Contractor shall be responsible for and shall take all necessary precautions to
preserve them or provide temporary services. When such facilities are encountered, the Contractor shall notify
the Engineer, who shall arrange for their removal if necessary. The Contractor shall, at his/her own expense,
satisfactorily repair or pay the cost of all damage to such facilities or structures which may result from any of
the Contractor's operations during the period of the contract.
Embankment or subgrade materials with a plasticity index greater than five shall be considered cohesive.
152-2.2 EXCAVATION. No excavation shall be started until the work has been staked out by the Contractor
and the Engineer has obtained elevations and measurements of the ground surface. All suitable excavated
material shall be used in the formation of embankment, subgrade, or for other purposes shown on the plans. All
unsuitable material shall be disposed of as shown on the plans.
When the volume of the excavation exceeds that required to construct the embankments to the grades
indicated, the excess shall be used to grade the areas of ultimate development or disposed of as directed. When
the volume of excavation is not sufficient for constructing the fill to the grades indicated, the deficiency shall
be obtained from borrow areas.
The grade shall be maintained so that the surface is well drained at all times. When necessary, temporary drains
and drainage ditches shall be installed to intercept or divert surface water which may affect the work.
a. Selective Grading. When selective grading is indicated on the plans, the more suitable material as
designated by the Engineer shall be used in constructing the embankment or in capping the pavement
subgrade. If, at the time of excavation, it is not possible to place this material in its final location, it
shall be stockpiled in approved areas so that it can be measured for payment for rehandling as
specified in paragraph 3.3.
b. Undercutting. Rock, shale, hardpan, loose rock, boulders, or other material unsatisfactory for runway
safety areas, subgrades, roads, shoulders, or any areas intended for turfing shall be excavated to a
minimum depth of 12 inches (300 mm), or to the depth specified by the Engineer, below the subgrade.
Muck, peak, matted roots, or other yielding material, unsatisfactory for subgrade foundation, shall be
removed to the depth specified. Unsuitable materials shall be disposed of at locations shown on the
plans. This excavated material shall be paid for at the contract unit price per cubic yard (per cubic
meter) for Unclassified Excavation. The excavated area shall be refilled with suitable material,
obtained from the grading operations or borrow areas and thoroughly compacted by rolling. The
necessary refilling will constitute a part of the embankment. Where rock cuts are made and refilled
with selected material, any pockets created in the rock surface shall be drained in accordance with the
details shown on the plans.
C. Overbreak. Overbreak, including slides, is that portion of any material displaced or loosened beyond
the finished work as planned or authorized by the Engineer. The Engineer shall determine if the
' EXCAVATION ♦ ,, EMBANKMENT
displacement of such material was unavoidable and his/her decision shall be final. All overbreak shall
be graded or removed by the Contractor and disposed of as directed; however, payment will not be
made for the removal and disposal of overbreak which the Engineer determines as avoidable.
Unavoidable overbreak will be classified as "Unclassified Excavation."
d. Removal of Utilities. The removal of existing structures and utilities required to permit the orderly
progress of work will be accomplished by someone other than the Contractor, e.g., the utility unless
otherwise shown on the plans. All existing foundations shall be excavated for at least 2 feet (6 cm)
below the top of subgrade or as indicated on the plans, and the material disposed of as directed. All
foundations thus excavated shall be backfilled with suitable material and compacted as specified
herein.
e. Compaction Requirements. The subgrade under areas to be paved shall be within +/- 2 percent of
optimum moisture content (except for expansive soils) before rolling and shall be compacted to a
depth of 6" and to a density of not less than 95% of the maximum density as determined by ASTMD-
698 for cohesive soils, and to a depth of 6" and to a density of not less than 100% of the maximum
density as determined by ASTM D-698 for noncohesive soils. (When specifically noted in the Plans
and Specifications that the design aircraft weighs more than 60,000 pounds, then ASTM D-1557
applies to all density determinations).
The in -place field density shall be determined in accordance with ASTM D 1556, ASTM D 2167, or
ASTM D 2922. Moisture content may be determined by ASTM D 3017. Moisture and density of the
compacted subgrade shall be recorded for each 4,000 square yards placed at a minimum. Based on
these tests, the Contractor shall make the necessary corrections and adjustments in methods, materials
or moisture content in order to achieve the correct subgrade moisture and density. The finished
grading operations, conforming to the typical cross section, shall be completed and maintained at least
1,000 feet (300 m) ahead of the paving operations or as directed by the Engineer.
For soils that are expected to have more than 30 percent retained on the 3/4-inch sieve, the moisture -
density relationship shall be determined by AASHTO T-99 or AASHTO T-180).
In cuts, all loose or protruding rocks on the back slopes shall be bared loose or otherwise removed to line of
finished grade of slope. All cut -and -fill slopes shall be uniformly dressed to the slope, cross section, and
alignment shown on the plans or as directed by the Engineer.
Blasting will be permitted only when proper precautions are taken for the safety of all persons, the work, and
the property. All damage done to the work or property shall be repaired at the Contractor's expense. All
operations of the Contractor in connection with the transportation, storage, and use of explosives shall conform
to all state and local regulations and explosive manufacturers' instructions, with applicable approved permits
reviewed by the Engineer. Any approval given, however, will not relieve the Contractor of his/her
responsibility in blasting operations.
Where blasting is approved, the Contractor shall employ a vibration consultant, approved by the Engineer, to
advise on explosive charge weights per delay and to analyze records from seismograph recordings. The
seismograph shall be capable of producing a permanent record of the three components of the motion in terms
of particle velocity, and in addition shall be capable of internal dynamic calibration.
In each distinct blasting area, where pertinent factors affecting blast vibrations and their effects in the area
remain the same, the Contractor shall submit a blasting plan of the initial blasts to the Engineer for approval.
This plan must consist of hole size, depth, spacing, burden, type of explosives, type of delay sequence, and
maximum amount of explosive on any one delay period, depth of rock, and depth of overburden if any. The
EXCAVATION1 EMBANKMENT
maximum explosive charge weights per delay included in the plan shall not be increased without the approval
of the Engineer.
The Contractor shall keep a record of each blast fired --its date, time and location; the amount of explosives
used, maximum explosive charge weight per delay period, and, where necessary, seismograph records
identified by instrument number and location.
These records shall be made available to the Engineer on a monthly basis or in tabulated form at other times as
required.
The designer may also revise the moisture content requirements to be consistent between the Embankment and
Subgrade paragraphs.
152-2.3 BORROW EXCAVATION. Borrow area(s) within the airport property are indicated on the plans.
Borrow excavation shall be made only at these designated locations and within the horizontal and vertical
limits as staked or as directed.
When borrow sources are outside the boundaries of the airport property, it shall be the Contractor's
responsibility to locate and obtain the supply, subject to the approval of the Engineer. The Contractor shall
notify the Engineer, at least 15 days prior to beginning the excavation, so necessary measurements and tests
can be made. All unsuitable material shall be disposed of by the Contractor. All borrow pits shall be opened
up to expose the vertical face of various strata of acceptable material to enable obtaining a uniform product.
Borrow pits shall be excavated to regular lines to permit accurate measurements, and they shall be drained and
left in a neat, presentable condition with all slopes dressed uniformly.
152-2.4 DRAINAGE EXCAVATION. Drainage excavation shall consist of excavating for drainage ditches
such as intercepting, inlet or outlet, for temporary levee construction; or for any other type as designed or as
shown on the plans. The work shall be performed in the proper sequence with the other construction. All
satisfactory material shall be placed in fills; unsuitable material shall be placed in waste areas or as directed.
Intercepting ditches shall be constructed prior to starting adjacent excavation operations. All necessary work
shall be performed to secure a finish true to line, elevation, and cross section.
The Contractor shall maintain ditches constructed on the project to the required cross section and shall keep
them free of debris or obstructions until the project is accepted.
152-2.5 PREPARATION OF EMBANKMENT AREA. Where an embankment is to be constructed to a
height of 4 feet (120 m) or less, all sod and vegetable matter shall be removed from the surface upon which the
embankment is to be placed, and the cleared surface shall be completely broken up by plowing or scarifying to
a minimum depth of 6 inches (150 mm). This area shall then be compacted as indicated in paragraph 2.6.
When the height of fill is greater than 4 feet (120 m), sod not required to be removed shall be thoroughly
disked and recompacted to the density of the surrounding ground before construction of embankment.
Where embankments are to be placed on natural slopes steeper than 3 to 1, horizontal benches shall be
constructed as shown on the plans.
No direct payment shall be made for the work performed under this section. The necessary clearing and
grubbing and the quantity of excavation removed will be paid for under the respective items of work.
152-2.6 FORMATION OF EMBANKMENTS. Embankments shall be formed in successive horizontal
layers of not more than 8 inches (200 corn) in loose depth for the full width of the cross section, unless
otherwise approved to the Engineer.
The grading operations shall be conducted, and the various soil strata shall be placed, to produce a soil
structure as shown on the typical cross section or as directed. Materials such as brush, hedge, roots, stumps,
grass and other organic matter, shall not be incorporated or buried in the embankment.
Operations on earthwork shall be suspended at any time when satisfactory results cannot be obtained because
of rain, freezing, or other unsatisfactory conditions of the field. The Contractor shall drag, blade, or slope the
embankment to provide proper surface drainage.
The material in the layer shall be within +/-2 percent of optimum moisture content before rolling to obtain the
prescribed compaction. In order to achieve a uniform moisture content throughout the layer, wetting or drying
of the material and manipulation shall be required when necessary. Should the material be too wet to permit
proper compaction or rolling, all work on all of the affected portions of the embankment shall be delayed until
the material has dried to the required moisture content. Sprinkling of dry material to obtain the proper moisture
content shall be done with approved equipment that will sufficiently distribute the water. Sufficient equipment
to furnish the required water shall be available at all times. Samples of all embankment materials for testing,
both before and after placement and compaction, will be taken for each 1000 cubic yards. Based on these
tests, the Contractor shall make the necessary corrections and adjustments in methods, materials or moisture
content in order to achieve the correct embankment density.
Rolling operations shall be continued until the embankment is compacted to not less than 95 percent of
maximum density for noncohesive soils, and 90 percent of maximum density for cohesive soils as determined
by ASTM 698. (When specifically noted in the Plans and Specifications that the design aircraft weighs more
than 60,000 pounds, then ASTM D-1557 applies to all density determinations). Under all areas to be paved,
the embankments shall be compacted to a depth of 9" and to a density of not less than 95% for cohesive soils
and 100% per noncohesive soils, of the maximum density as determined by ASTM 698.
For soils that are expected to have more than 30 percent retained on the 3/4-inch sieve, the moisture -density
relationship shall be determined by AASHTO T-99 (or AASHTO T-180).
On all areas outside of the pavement areas, no compaction will be required on the top 4 inches (100 min).
The in -place field density shall be determined in accordance with ASTM D 1556, ASTM D 2167 or ASTM D
2922.
Compaction areas shall be kept separate, and no layer shall be covered by another until the proper density is
obtained.
During construction of the embankment, the Contractor shall route his/her equipment at all times, both when
loaded and when empty, over the layers as they are placed and shall distribute the travel evenly over the entire
width of the embankment. The equipment shall be operated in such a manner that hardpan, cemented gravel,
clay, or other chunky soil material will be broken up into small particles and become incorporated with the
other material in the layer.
In the construction of embankments, layer placement shall begin in the deepest portion of the fill; as placement
progresses, layers shall be constructed approximately parallel to the finished pavement grade line.
When rock and other embankment material are excavated at approximately the same, time, the rock shall be
incorporated into the outer portion of the embankment and the other material shall be incorporated under the
future paved areas. Stones or fragmentary rock larger than 4 inches (100 min) in their greatest dimensions will
not be allowed in the top 6 inches (150 mm) of the subgrade. Rockfill shall be brought up in layers as
specified or as directed and every effort shall be exerted to fill the voids with the finer material forming a
dense, compact mass. Rock or boulders shall not be disposed of outside the excavation or embankment areas,
except at places and in the manner designated by the Engineer.
When the excavated material consists predominantly of rock fragments of such size that the material cannot be
placed in layers of the prescribed thickness without crushing, pulverizing or further breaking down the pieces,
such material may be placed in the embankment as directed in layers not exceeding 2 feet (60 cm) in
thickness. Each layer shall be leveled and smoothed with suitable leveling equipment and by distribution of
spalls and finer fragments of rock. These type lifts shall not be constructed above an elevation 4 feet (120 cm)
below the finished subgrade.
Frozen material shall not be placed in the embankment nor shall embankment be placed upon frozen material.
There will be no separate measurement or payment for compacted embankment, and all costs incidental to
placing in layers, compacting, disking, watering, mixing, sloping, and other necessary operations for
construction of embankments will be included in the contract price for excavation, borrow, or other items.
152-2.7 FINISHING AND PROTECTION OF SUBGRADE. After the subgrade has been substantially
completed the full width shall be conditioned by removing any soft or other unstable material which will not
compact properly. The resulting areas and all other low areas, holes or depressions shall be brought to grade
with suitable select material. Scarifying, blading, rolling and other methods shall be performed to provide a
thoroughly compacted subgrade shaped to the lines and grades shown on the plans.
Grading of the subgrade shall be performed so that it will drain readily. The Contractor shall take all
precautions necessary to protect the subgrade from damage. He/she shall limit hauling over the finished
subgrade to that which is essential for construction purposes.
All ruts or rough places that develop in a completed subgrade shall be smoothed and recompacted.
No subbase, or surface course shall be placed on the subgrade until the subgrade has been approved by the
Engineer.
152-2.8 HAUL. All hauling will be considered a necessary and incidental part of the work. Its cost shall be
considered by the Contractor and included in the contract unit price for the pay of items of work involved. No
payment will be made separately or directly for hauling on any part of the work.
152-2.9 TOLERANCES. In those areas upon which a subbase or base course is to be placed, the top of the
subgrade shall be of such smoothness that, when tested with a 16-foot (4.8 m) straightedge applied parallel and
at right angles to the centerline, it shall not show any deviation in excess of 1/2-inch (12 mm), or shall not be
more than 0.05-foot (015 m) from true grade as established by grade hubs or pins. Any deviation in excess of
these amounts shall be corrected by loosening, adding, or removing materials; reshaping; and recompacting by
sprinkling and rolling.
On runway safety areas, intermediate and other designated areas, the surface shall be of such smoothness that it
will not vary more than 0.10 foot (0.03 m) from true grade as established by grade hubs. Any deviation in
excess of this amount shall be corrected by loosening, adding or removing materials, and reshaping.
152-2.10 TOPSOIL. When topsoil is specified or required as shown on the plans or under Item T-905, it
shall be salvaged from stripping or other grading operations. The topsoil shall meet the requirements of Item
T-905. If, at the time of excavation or stripping, the topsoil cannot be placed in its proper and final section of
finished construction, the material shall be stockpiled at approved locations. Stockpiles shall not be placed
t, 'f. MORIVITIV. mow., , 006 I a, i+i 1
within 200 feet of runway pavement or 50 feet of taxiway pavement and shall not be placed on areas which
subsequently will require any excavation or embankment. If, in the judgment of the Engineer, it is practical to
place the salvaged topsoil at the time of excavation or stripping, the material shall be placed in its final position
without stockpiling or further rehandling.
Upon completion of grading operations, stockpiled topsoil shall be handled and placed as directed, or as
required in Item T-905.
No direct payment will be made for topsoil as such under Item P-152. The quantity removed and placed
directly or stockpiled shall be paid for at the contract unit price per cubic yard (cubic meter) for "Unclassified
Excavation. "
When stockpiling of topsoil and later rehandling of such material is directed by the Engineer, the material so
rehandied shall be paid for at the contract unit price per cubic yard (cubic meter) for "Topsoiling," as provided
in Item T-905.
152-3.1 The quantity of excavation shall be the number of cubic yards (cubic meters) measured in its original
position.
Measurement shall not include the quantity of materials excavated without authorization beyond normal slope
lines, or the quantity of material used for purposes other than those directed.
152-3.2 Borrow material shall be the number of cubic yards (cubic meters) measured in its original position at
the borrow pit.
152-3.3 Stockpiled material shall be the number of cubic yards (cubic meters) measured in the stockpiled
position as soon as the material has been stockpiled.
152-3.4 Measurement for all excavation specified by the cubic yard (cubic meter) shall be computed by the
average end area method. The end area is that bound by the original ground line established by field cross
sections and the final theoretical pay line established by excavation cross sections shown on the plans, subject
to verification by the Engineer. After completion of all excavation operations and prior to the placing of base
or subbase material, the final excavation shall be verified by the Contractor by means of field cross sections
taken randomly at intervals not exceeding 500 linear feet (150 meters).
Final field cross sections shall be employed if the following changes have been made:
a. Plan width of embankments or excavations are changed by more than plus or minus 1.0 foot (0.3
meter); or
b. Plan elevations of embankments or excavations are changed by more than plus or minus 0.5 foot (0.15
meter).
152-4.1 For "Unclassified Excavation" payment shall be made at the contract unit price per cubic yard (cubic
meter). This price shall be full compensation for furnishing all materials, labor, equipment, tools, and
incidentals necessary to complete the item.
152-4.2 For 'Rock Excavation" payment shall be made at the contract unit price per cubic yard (cubic meter).
I 1 EMBANKMENT'
This price shall be full compensation for furnishing all materials, labor, equipment, tools, and incidentals
necessary to complete the item.
152-4.3 For "Muck Excavation" payment shall be made at the contract unit price per cubic yard (cubic meter).
This price shall be full compensation for furnishing all materials, labor, equipment, tools, and incidentals
necessary to complete the item.
152-4.4 For 'Drainage Excavation" payment shall be made at the contract unit price per cubic yard (cubic
meter). This price shall be full compensation for furnishing all materials, labor, equipment, tools, and
incidentals necessary to complete the item.
152-4.5For 'Borrow Excavation" payment shall be made at the contract unit price per cubic yard (cubic
meter). This price shall be full compensation for furnishing all materials, labor, equipment, tools, and
incidentals necessary to complete the item.
152-4.6 For "Stockpiled Material" payment shall be made at the contract unit price per cubic yard (cubic
meter). This price shall be full compensation for furnishing all materials, labor, equipment, tools, and
incidentals necessary to complete the item.
152-4.7 For 'Embankment in Place" payment shall be made at the contract unit price per cubic yard (cubic
meter). This price shall be full compensation for furnishing all materials, labor, equipment, tools, and
incidentals necessary to complete the item.
Payment will be made under:
Item P-152-4.1 Unclassified Excavation --per cubic yard (cubic meter)
ASTM D 698 Tests for Moisture -Density Relations of Soils and Soil -Aggregate Mixtures, Using 5.5-pound
(2.5 kg) Rammer and 12-inch (300 mm) Drop
ASTM D 1556 Tests for Density of Soil In -Place by the Sand Cone Method
ASTM D 1557 Tests for Moisture -Density Relations of Soils and Soil -Aggregate Mixtures, Using 10-pound
(4.5 kg) Rammer and 18-inch (45 cm) Drop
ASTM D 2167 Tests for Density of Soil In -Place by the Rubber Balloon Method.
ASTM D 2922 Density of Soil and Soil -Aggregate in Place by Nuclear Methods (Shallow Depth)
ASTM D 3017 Water Content of Soil and Rock in Place by Nuclear Methods
AASHTO T-99 Moisture -Density Relations of Soils Using a 5.5-Pound Rammer and 12-Inch Drop
AASHTO T-180 Moisture -Density Relations of Soils Using a 10-Pound Rammer and 18-Inch Drop
END OF ITEM P-152
File: F:411RPORTSWDMIMTECHSPECSWotice16Changes\P152.doc
(12104) INCLUDING FAA NW REGION NOTICE 16
P-152.8 EXCAVATION AND EMBANKMENT
ITEM P-154 SUBBASE COURSE
154-1.1 This item shall consist of a subbase course composed of granular materials constructed on a prepared
subgrade or underlying course in accordance with these specifications, and in conformity with the dimensions
and typical cross section shown on the plans.
154-2.1 MATERIALS. The subbase material shall consist of hard durable particles or fragments of granular
aggregates. This material will be mixed or blended with fine sand, clay, stone dust, or other similar binding or
filler materials produced from approved sources. This mixture must be uniform and shall comply with the
requirements of these specifications as to gradation, soil constants, and shall be capable of being compacted
into a dense and stable subbase. The material shall be free from vegetable matter, lumps or excessive amounts
of clay, and other objectionable or foreign substances. Pit -run material may be used, provided the material
meets the requirements specified.
Sieve designation(square openings) Percentage by weight passing sieves as per ASTM D 422
3 inch (75.0 mm) 100
No. 10 (2.0 mm) 20-100
No. 40 (0.450 mm) 5-60
No. 200 (0.075 mm) 0-8
One particle size distribution shall be performed for each lot. A lot will consist of one day's production (not to
exceed 2,400 square yards).
The portion of the material passing No. 40 (0.450 mm) sieve shall have a liquid limit of not more than 25 and a
plasticity index of not more than 6 when tested in accordance with ASTM D 4318.
In those cases where frost penetration is a problem, the amount of material finer than 0.02 mm in diameter shall
be a maximum of 3%.
154-3.1 GENERAL. The subbase course shall be placed where designated on the plans or as directed by the
Engineer. The material shall be shaped and thoroughly compacted within the tolerances specified.
Granular subbases which, due to grain sizes or shapes, are not sufficiently stable to support without movement
of the construction equipment, shall be mechanically stabilized to the depth necessary to provide such stability
as directed by the Engineer. The mechanical stabilization shall principally include the addition of a fine grained
medium to bind particles of subbase material sufficiently to furnish a bearing strength, so that the course will
not deform under the traffic of the construction equipment. The addition of the binding medium to the subbase
material shall not increase the soil constants of that material above the limits specified.
154-3.2 OPERATION IN PITS. All work involved in clearing and stripping pits and handling unsuitable
material encountered shall be performed by the Contractor at his/her own expense. The subbase material shall
be obtained from pits or sources that have been approved. The material in the pits shall be excavated and
SUBBASE COURSE P-154.1
handled in such manner that a uniform and satisfactory product can be secured.
154-3.3 PREPARING UNDERLYING COURSE. Before any subbase material is placed, the underlying
course shall be prepared and conditioned as specified. The course shall be checked and accepted by the
Engineer before placing and spreading operations are started.
To protect the subgrade and to ensure proper drainage, the spreading of the subbase shall begin along the
centerline of the pavement on a crowned section or on the high side of pavements with a one way slope.
154-3.4 MATERIALS ACCEPTANCE IN EXISTING CONDITION. When the entire subbase material is
secured in a uniform and satisfactory condition and contains approximately the required moisture, such
approved material may be moved directly to the spreading equipment for placing. The material may be
obtained from gravel pits, stockpiles, or may be produced from a crushing and screening plant with the proper
blending. The materials from these sources shall meet the requirements for gradation, quality, and consistency.
It is the intent of this section of the specifications to secure materials that will not require further mixing. The
moisture content of the material shall be approximately that required to obtain maximum density. Any minor
deficiency or excess of moisture may be corrected by surface sprinkling or by aeration. In such instances, some
mixing or manipulation may be required, immediately preceding the rolling, to obtain the required moisture
content. The final operation shall be blading or dragging, if necessary, to obtain a smooth uniform surface true
to line and grade.
154-3.5 PLANT MIXING. When materials from several sources are to be blended and mixed, the subbase
material shall be processed in a central or travel mixing plant. The subbase material, together with any blended
material, shall be thoroughly mixed with the required amount of water. After the mixing is complete, the
material shall be transported to and spread on the underlying course without undue loss of the moisture
content.
154-3.6 MIXED IN PLACE. When materials from different sources are to be proportioned and mixed or
blended in place, the relative proportions of the components of the mixture shall be as designated by the
Engineer.
The subbase material shall be deposited and spread evenly to a uniform thickness and width. Then the binder,
filler or other material shall be deposited and spread evenly over the first layer. There shall be as many layers of
materials added as the Engineer may direct to obtain the required subbase mixture.
When the required amount of materials have been placed, they shall be thoroughly mixed and blended by
means of graders, discs, harrows, rotary tillers, supplemented by other suitable equipment if necessary. The
mixing shall continue until the mixture is uniform throughout. Areas of segregated material shall be corrected
by the addition of binder or filler material and by thorough remixing. Water in the amount and as directed by
the Engineer shall be uniformly applied prior to and during the mixing operations, if necessary, to maintain the
material at its required moisture content. When the mixing and blending has been completed, the material shall
be spread in a uniform layer which, when compacted, will meet the requirements of thickness and typical cross
section.
154-3.7 GENERAL METHODS FOR PLACING. The subbase course shall be constructed in layers. Any
layer shall be not less than 3 inches (75 mm) nor more than 8 inches (200 mm) of compacted thickness. The
material, as spread, shall be of uniform gradation with no pockets of fine or coarse materials. The subbase,
unless otherwise permitted by the Engineer, shall not be spread more than 2,000 square yards (1700 square
meters) in advance of the rolling. Any necessary sprinkling shall be kept within this limit. No material shall be
placed in snow or on a soft, muddy, or frozen course.
P-154.2 SUBBASE COURSE
When more than one layer is required, the construction procedure described herein shall apply similarly to each
layer.
During the placing and spreading, sufficient caution shall be exercised to prevent the incorporation of
subgrade, shoulder, or foreign material in the subbase course mixture.
154-3.8 FINISHING AND COMPACTING. After spreading or mixing, the subbase material shall be
thoroughly compacted by rolling and sprinkling, when necessary. Sufficient rollers shall be famished to
adequately handle the rate of placing and spreading of the subbase course.
The field density of the compacted material shall be at least 100 percent of the maximum density of laboratory
specimens prepared from samples of the subbase material delivered to the jobsite. The laboratory specimens
shall be compacted and tested in accordance with ASTM D-698. (When specifically noted in the Plans and
Specifications that the design aircraft weighs more than 60,000 pounds, then ASTM D-1557 applies to all
density determinations). If soils are expected to have more than 30% retained on the 3/4-inch sieve, then
AASHTO T-99 or AASHTO T-180 shall be used. The in -place field density shall be determined in
accordance with ASTM D 1556, ASTM D 2167 or ASTM D 2922. Moisture content may be determined by
ASTM D 3017. The moisture content of the material at the start of compaction shall not be below nor more
than 2.0 percentage points above the optimum moisture content.
Note: The moisture requirement range is only specified for the start of compaction, and not during
acceptance testing.
Moisture and density of the compacted subbase shall be recorded for every 1,000 cubic yards placed at a
minimum. Based on these tests, the Contractor shall make the necessary corrections and adjustments in
methods, material or moisture content in order to achieve the correct subbase moisture and density.
The course shall not be rolled when the underlying course is soft or yielding or when the rolling causes
undulation in the subbase. When the rolling develops irregularities that exceed 1/2 inch (12 mm) when tested
with a 16-foot (4.8 m) straightedge, the irregular surface shall be loosened and then refilled with the same kind
of material as that used in constructing the course and again rolled as required above.
Along places inaccessible to rollers, the subbase material shall be tamped thoroughly with mechanical or hand
tampers.
Sprinkling during rolling, if necessary, shall be in the amount and by equipment approved by the Engineer.
Water shall not be added in such a manner or quantity that free water will reach the underlying layer and cause
it to become soft.
154-3.9 SURFACE TEST. After the course is completed compacted, the surface shall be tested for
smoothness and accuracy of grade and crown; any portion found to lack the required smoothness or to fail in
accuracy of grade or crown shall be scarified, reshaped, recompacted, and otherwise manipulated as the
Engineer may direct until the required smoothness and accuracy are obtained. The finished surface shall not
vary more than 1/2 inch (12 mm) when tested with a 16-foot (4.8 m) straightedge applied parallel with, and at
right angles to, the centerline.
154-3.11 THICKNESS. The thickness of the completed subbase course shall be determined by depth tests or
sample holes taken at intervals so each test shall represent no more than 500 square yards (420 square meters).
When the deficiency in thickness is more than 1/2 inch (12 mm), the Contractor shall correct such areas by
scarifying, adding satisfactory mixture, rolling, sprinkling, reshaping, and finishing in accordance with these
specifications. The Contractor shall replace at his/her expense the subbase material where borings are taken for
SUBBASE COURSE P-154.3
test purposes. In lieu of sample holes, surveyed information comparing finished subgrade to finished subbase
may be used to verify/calculate the completed subbase thickness.
154-3.12 PROTECTION. Work on subbase course shall not be conducted during freezing temperature nor
when the subgrade is wet. When the subbase material contains frozen material or when the underlying course is
frozen, the construction shall be stopped.
154-3.13 MAINTENANCE. Following the final shaping of the material, the subbase shall be maintained
throughout its entire length by the use of standard motor graders and rollers until, in the judgment of the
Engineer, the subbase meets all requirements and is acceptable for the construction of the next course.
Z. I t #�1 plaJID11211
154-4.1 The yardage of subbase course shall be the number of cubic yards (cubic meters) of subbase course
material placed, compacted, and accepted in the completed course. The quantity of subbase course material
shall be measured in final position based upon depth tests or cores taken as directed by the Engineer, or at the
rate of 1 depth test for each 500 square yards (420 square meters) of subbase course, or by means of average
end areas on the complete work computed from elevations to the nearest 0.01 foot (3 mm). On individual depth
measurements, thicknesses more than 1/2 inch (12 mm) in excess of that shown on the plans shall be
considered as the specified thickness plus 1/2 inch (12 mm) in computing the yardage for payment. Subbase
materials shall not be included in any other excavation quantities.
I.. =K93 as .-V40i101011
154-5.1 Payment shall be made at the contract unit price per cubic yard (cubic meter) for subbase course. This
price shall be full compensation for furnishing all materials; for all preparation, hauling, 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-154-5.1 Subbase Course --per cubic yard (cubic meter)
ASTM C117 Standard Test Method for Materials Finer than 75-µm (No. 200) Sieve in
Mineral Aggregates by Washing
ASTM D 422 Standard Test Method for Particle -Size Analysis of Soils
ASTM D 698 Tests for Moisture -Density Relations of Soils and Soil -Aggregate Mixtures, Using
5.5-pound (2.5 kg) Rammer and 12-inch (300 mm) Drop
ASTM D 1556 Tests for Density of Soil In -Place by the Sand Cone Method
ASTM D 1557 Tests for Moisture -Density Relations of Soils and Soil -Aggregate Mixtures, Using
10-pound (4.5 kg) Rammer and 18-inch (45 cm) Drop
ASTM D 2167 Tests for Density of Soil In -Place by the Rubber Balloon Method.
ASTM D 2922 Density of Soil and Soil -Aggregate in Place by Nuclear Methods (Shallow Depth)
P-154.4 SUBBASE COURSE
ASTM D 3017 Water Content of Soil and Rock in Place by Nuclear Methods
AASHTO T-99 Moisture -Density Relations of Soils Using a 5.5-Pound Rammer and 12-Inch Drop
AASHTO T-180 Moisture -Density Relations of Soils Using a 10-Pound Rammer and 18-Inch Drop
ASTM D 4318 Liquid Limit, Plastic Limit, and Plasticity Index of Soils
File: F:4IIRPORTSWDMIMTECHSPECSNorice 16 Changes11`154.doc
(12104) INCLUDING FAA NW REGION NOTICE 16
SUBBASE COURSE P-154.5
156-1.1 This item shall consist of temporary control measures as shown on the plans or as ordered or approved
by the Engineer for compliance with environmental requirements during the life of a contract to control water
pollution, soil erosion, and siltation through the use of berms, dikes, dams, sediment basins, fiber mats, gravel,
mulches, grasses, slope drains, and other erosion control devices or methods.
The temporary erosion control measures contained herein shall be coordinated with the permanent erosion
control measures specified as part of this contract to the extent practical to assure economical, effective, and
continuous erosion control throughout the construction period.
Temporary control may include work outside the construction limits such as borrow pit operations, equipment
and material storage sites, waste areas, and temporary plant sites.
156-2.1 GRASS. Grass which will not compete with the grasses sown later for permanent cover shall be a
quick -growing species (such as ryegrass, Italian ryegrass, or cereal grasses) suitable to the area providing a
temporary cover.
156-2.2 MULCHES. Mulches may be hay, straw, fiber mats, netting, bark, wood chips, or other suitable
material reasonably clean and free of noxious weeds and deleterious materials.
156-2.3 FERTILIZER. Fertilizer shall be a standard commercial grade and shall conform to all Federal and
state regulations and to the standards of the Association of Official Agricultural Chemists.
156-2.4 SLOPE DRAINS. Slope drains may be constructed of pipe, fiber mats, rubble, portland cement
concrete, bituminous concrete, or other materials that will adequately control erosion.
156-2.5 OTHER. All other materials shall meet commercial grade standards and shall be approved by the
Engineer before being incorporated into the project.
156-3.1 GENERAL. In the event of conflict between the requirements and pollution control laws, rules, or
regulations of other Federal, state, or local agencies, the more restrictive laws, rules, or regulations shall apply.
The Contractor shall be responsible for assuring compliance with pollution control laws to the extent that
construction practices, construction operations, and construction work are involved.
156-3.2 SCHEDULE. Prior to the start of construction, the Contractor shall submit schedules for
accomplishment of temporary and permanent erosion control work, as are applicable for clearing and grubbing;
grading; construction; paving; and structures at watercourses. The Contractor shall also submit a proposed
method of erosion and dust control on haul roads and borrow pits and a plan for disposal of waste materials.
Work shall not be started until the erosion control schedules and methods of operation for the applicable
construction have been accepted by the Engineer.
156-3.3 AUTHORITY OF ENGINEER. The Engineer has the authority to limit the surface area of erodible
TEMP. AIR, WATER POLLUTION
SOIL EROSION, SILTATION CONTROL P-156.1
earth material exposed by clearing and grubbing, to limit the surface area of erodible earth material exposed by
excavation, borrow and fill operations, and to direct the Contractor to provide immediate permanent or
temporary pollution control measures to minimize contamination of adjacent streams or other watercourses,
lakes, ponds, or other areas of water impoundment.
156-3.4 CONSTRUCTION DETAILS. The Contractor will be required to incorporate all permanent erosion
control features into the project at the earliest practicable time as outlined in the accepted schedule. Except
where future construction operations will damage slopes, the Contractor shall perform the permanent seeding
and mulching and other specified slope protection work in stages, as soon as substantial areas of exposed
slopes can be made available. Temporary erosion and pollution control measures will be used to correct
conditions that develop during construction that were not foreseen during the design stage; that are needed
prior to installation of permanent control features; or that are needed temporarily to control erosion that
develops during normal construction practices, but are not associated with permanent control features on the
project.
Where erosion is likely to be a problem, clearing and grubbing operations should be scheduled and performed
so that grading operations and permanent erosion control features can follow immediately thereafter if the
project conditions permit; otherwise, temporary erosion control measures may be required between successive
construction stages.
The Engineer will limit the area of clearing and grubbing, excavation, borrow, and embankment operations in
progress, commensurate with the Contractor's capability and progress in keeping the finish grading, mulching,
seeding, and other such permanent control measures current in accordance with the accepted schedule. Should
seasonal limitations make such coordination unrealistic, temporary erosion control measures shall be taken
immediately to the extent feasible and justified.
In the event that temporary erosion and pollution control measures are required due to the Contractor's
negligence, carelessness, or failure to install permanent controls as a part of the work as scheduled or are
ordered by the Engineer, such work shall be performed by the Contractor at his/her own expense.
The Engineer may increase or decrease the area of erodible earth material to be exposed at one time as
determined by analysis of project conditions.
The erosion control features installed by the Contractor shall be acceptably maintained by the Contractor
during the construction period.
Whenever construction equipment must cross watercourses at frequent intervals, and such crossings will
adversely affect the sediment levels, temporary structures should be provided.
Pollutants such as fuels, lubricants, bitumen, raw sewage, wash water from concrete mixing operations, and
other harmful materials shall not be discharged into or near rivers, streams, and impoundments or into natural
or manmade channels leading thereto.
156-4.1 General: If there is no quantity shown in the bidding schedule, the work covered by this section shall
be considered as a subsidiary obligation of the Contractor covered under the other contract items. Only
accepted work will be measured.
156-4.2 Temporary erosion and pollution control work required which is not attributed to the Contractor's
negligence, carelessness, or failure to install permanent controls will be performed as scheduled or ordered by
TEMP. AIR, WATER POLLUTION
P-156.2 SOIL EROSION, SILTATION CONTROL
the Engineer. Completed and accepted work will be measured as follows:
a. Temporary seeding and mulching will be measured by the square yard (square meter).
b. Temporary slope drains will be measured by the linear foot (meter).
c. Temporary benches, dikes, dams, and sediment basins will be measured by the cubic yard (cubic
meter) of excavation performed, including necessary cleaning of sediment basins, and the cubic yard
(cubic meter) of embankment placed at the direction of the Engineer, in excess of plan lines and
elevations.
d. All fertilizing will be measured by the ton (kilogram).
156-4.2 Control work performed for protection of construction areas outside the construction limits, such as
borrow and waste areas, haul roads, equipment and material storage sites, and temporary plant sites, will not be
measured but shall be considered as a subsidiary obligation of the Contractor.
I�F.��.Yil� 7�'�►� I �l�Y'11
156-5.1 Payment shall be made at contract unit price for the unit of measurement as specified above. These
prices shall be full compensation for furnishing all materials and for all preparation, delivering and installation
of these materials, and for all labor, equipment, tools, and incidentals necessary to complete the item.
Where other directed work falls within the specifications for a work item that has a contract price, the units of
work shall be measured and paid for at the contract unit price bid for the various items.
1 NOVIM
File: F.4URPORTSWDMIMTECHSPECN'156.DOC
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TEMP. AIR, WATER POLLUTION
SOIL. EROSION, SILTATION CONTROL P-156.3
160-1.1 This item shall consist of furnishing and applying water required in the compaction of embankments,
subgrades, subbases, base courses, and for other purposes in accordance with the requirements of these
specifications or as directed by Engineer.
160-2.1 Water, when required, shall be applied at the locations, in the amounts, and during the hours,
including nights, as directed by the Engineer. An adequate water supply shall be provided by the Contractor.
The equipment used for watering shall be of ample capacity and of such design as to assure uniform
application of water in the amounts directed by the Engineer.
METHOD OF MEASUREMENT
160-3.1 Water will not be measured separately.
160-4.1 The performance of this work, including providing and maintaining water plant(s), shall not be paid
for directly, but shall be considered as a subsidiary obligation of the Contractor covered under other contract
items.
Test and Short Title
Material and Short Title
File: F:WIRPORTSADMIMTECHSPECSP16O.doc
(5/O2)
None
None
WATERING P-160.1
ITEM P-208 AGGREGATE BASE COURSE
208-1.1 This item shall consist of a base course composed of crushed coarse aggregate bonded with either soil
or fine aggregate or both. It shall be constructed on a prepared underlying course in accordance with these
specifications and shall conform to the dimensions and typical cross section shown on the plans.
208-2.1 UNCRUSHED COARSE AGGREGATE. The base course material shall consist of hard, durable
particles or fragments of stone or gravel mixed or blended with sand, stone dust, or other similar binding or
filler materials produced from approved sources. All oversized stones, rocks and boulders occurring in the pit
or quarry material shall be wasted; those of acceptable quality may be crushed and become a part of the base
material, provided the blend meets the specified gradations. The aggregate shall be free from vegetation,
lumps, or excessive amounts of clay and other objectionable substances. The coarse aggregate shall have a
percent of wear not more than 45 at 500 revolutions as determined by ASTM C 131.
208-2.2 CRUSHED COARSE AGGREGATE. The aggregates shall consist of both fine and coarse
fragments of crushed stone, crushed slag, or crushed gravel mixed or blended with sand, screenings, or other
similar approved materials. The crushed stone shall consist of hard, durable particles or fragments of stone and
shall be free from excess flat, elongated, soft or disintegrated pieces, dirt, or other objectionable matter.
The crushed slag shall be air-cooled, blast furnace slag and shall consist of angular fragments reasonably
uniform in density and quality and shall be reasonably free from thin, elongated, or soft pieces, dirt, and other
objectionable matter. It shall weigh not less than 70 pounds per cubic foot (1.12 Mg/cubic meter) as
determined by ASTM C 29.
The crushed gravel shall consist of hard, durable stones, rock, and boulders crushed to specified size and shall
be free from excess flat, elongated, soft or disintegrated pieces, dirt, or other objectionable matter. The method
used in production of crushed gravel shall be such that the fractured particles occurring in the finished product
shall be as nearly constant and uniform as practicable and shall result in a minimum of 60 percent of the
material retained on a No. 4 mesh (4.75 m) sieve having at least two fractured faces and 75 percent
having at least one fractured face.
If necessary to meet this requirement or to eliminate an excess of fine, uncrushed particles, the gravel shall be
screened before crushing. All stones, rocks, and boulders of inferior quality in the pit shall be wasted.
The crushed coarse aggregate shall have a percent of wear not more than 50 at 500 revolutions as
determined by ASTM C 131..
All material passing the No. 4 mesh (4.75 mm) sieve produced in the crushing operation of either stone, slag,
or gravel shall be incorporated in the base material to the extent permitted by the gradation requirements.
208-2.3 GRADATION. The gradation of the uncrushed or crushed material shall meet the requirements of the
gradations given in Table 1 when tested in accordance with ASTM C 117 and D 422, with a minimum of one
test per 1000 cubic yards produced.
AGGREGATEB: -m-TIT'-wo
TABLE 1. REQUIREMENTS FOR GRADATION OF CRUSHED AGGREGATE
Sieve Designation Percentage by weight passing sieves ASTM D 422
1" maximum
1 inch (25.0 mm)
70-100
3/4 inch (13.0 mm)
70-100
No. 4 (4.75 mm)
35-65
No. 40 (0.45 mm)
10-25
No. 200 (0.075 mm)
0-8
The gradations in the table represent the limits which shall determine suitability of aggregate for use from the
sources of supply. The final gradations decided on within the limits designated in the table shall be well
graded from coarse to fine and shall not vary from the low limit on one sieve to the high limit on the adjacent
sieves, or vice versa.
The amount of the fraction of material passing the No. 200 mesh (0.075 mm) sieve shall not exceed one-
half the fraction passing the No. 40 mesh (0.45 mm) sieve.
In those cases where frost penetration is a problem, the amount of material finer than 0.02 mm in diameter
shall be a maximum of three (3) percent and the range for the 200 sieve shall be between 0 and 8%. Particle
size analysis of the soils shall be in accordance with ASTM D 422.
The portion of the filler and binder, including any blended material, passing the No. 40 mesh (0.45 mm) sieve
have a liquid limit not more than 25 and a plasticity index not more than 6 when tested in accordance with
ASTM D 4318.
The selection of any of the gradations shown in the table shall be such that the maximum size aggregate used in
any course shall be not more than two-thirds the thickness of the layer of the course being constructed.
208-2.4 FILLER FOR BLENDING. If filler, in addition to that naturally present in the base course material,
is necessary for satisfactory bonding of the material, for changing the soil constants of the material passing the
No. 40 mesh (0.45 mm) sieve, or for correcting the gradation to the limitations of the specified gradation, it
shall be uniformly blended with the base course material at the crushing plant or at the mixing plant. The
material for such purpose shall be obtained from sources approved by the Engineer and shall be of a gradation
necessary to accomplish the specified gradation in the finally processed material.
The additional filler may be composed of sand, but the amount of sand shall not exceed 20% by weight of the
total combined base aggregate. All the sand shall pass a No. 4 mesh (0.45 mm) sieve and not more than 5%by
weight shall pass a No. 200 mesh (4.75 mm) sieve.
208-3.1 OPERATIONS IN PITS AND QUARRIES. All work involved in clearing and stripping pits and
quarries, including handling of unsuitable material, shall be performed by the Contractor. All material shall be
handled in a manner that shall secure a uniform and satisfactory base product. The base course material shall
be obtained from sources that have been approved.
208-3.2 PREPARING UNDERLYING COURSE. The underlying course shall be checked and accepted by
the Engineer before placing and spreading operations are started. Any ruts or soft, yielding places due to
P-208.2 AGGREGATE BASE C04RSE
improper drainage conditions, hauling, or any other cause, shall be corrected and rolled to the required density
before the base course is placed thereon.
To protect the underlying course and to ensure proper drainage, the spreading of the base 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.
a. Plant Mix. When provided in the proposal, or when selected by the Contractor and approved by the
Engineer, the base material shall be uniformly blended or mixed in an approved plant. The mixing
plant shall include bins for storage and batching of the aggregate, pump and tanks for water, and batch
mixers of either the pugmill or drum type. All mineral aggregates shall be batched into the mixer by
weight. The agitation shall be such that a thorough dispersion of moisture is obtained. The size of the
batch and the time of mixing shall be fixed by the Engineer and shall produce the results and
requirements specified. The base course material produced by combining two or more materials from
different sources shall be mixed in a mixing plant described herein. The mixture material shall be at a
satisfactory moisture content to obtain maximum density.
b. Travel Plant. When the use of a traveling plant is allowed, the plant shall blend and mix the
materials to meet these specifications. It shall accomplish a thorough mixing in one trip. The
agitation shall be such that the dispersion of the moisture is complete. The machine shall move at a
uniform rate of speed and this speed shall be regulated to fix the mixing time. If a windrow -type of
travel plant is employed for mixing, the aggregate shall be placed in windrows parallel to the
pavement centerline.
The windrow volume shall be sufficient to cover exact areas as planned. The windrow contents shall
produce a mixture of the required gradation and bonding qualities. If a travel plant is used which is of
the type that mixes previously spread aggregates in -place, the material shall have been spread in such
thickness and proportions as may be handled by the machine to develop a base course of the thickness
of each layer and of the gradation required. With either type of equipment, the mixed material shall be
at a satisfactory moisture content to obtain the maximum density.
C. Proportioning or Blending In -Place. When the base materials are to be proportioned and mixed or
blended in -place, the different layers shall be placed and spread with the relative proportions of the
components of the mixture being designated by the Engineer. The base aggregate shall be deposited
and spread evenly to a uniform thickness and width. Then the binder or filler shall be deposited and
spread evenly over the first layer. There shall be as many layers of materials added as the Engineer
may direct to obtain the required gradation and layer thickness. When the required amount of
materials have been placed, they shall be thoroughly mixed and blended by means of approved
graders, discs, harrows, rotary tillers, or a machine capable of combining these operations,
supplemented by other suitable equipment if necessary. The mixing shall continue until the mixture is
uniform throughout and accepted by the Engineer. Areas of segregated material shall be corrected by
the addition of needed material and by remixing. Water shall be uniformly applied, prior and during
the mixing operation if necessary to maintain the material at the proper moisture content. When the
mixing and blending have been completed, the material shall be bladed and dragged, if necessary,
until a smooth uniform surface is obtained, true to line and grade.
d. Materials of Proper Gradation. When the entire base course material from coarse to fine is secured
in a uniform and well -graded condition and contains approximately the proper moisture, such
approved material may be handled directly to the spreading equipment. The material may be obtained
from gravel pits, stockpiles, or produced from a crushing and screening plant with the proper
AGGREGATE BASE COURSE P-208.3
blending. The materials from these sources shall meet requirements for gradation, quality, and
consistency. The intent of this section of these specifications is to secure materials that will not
require further mixing. The base material shall be at a satisfactory moisture content to obtain
maximum density. Any minor deficiency or excess of moisture may be corrected by surface sprinkling
or by aeration. In such instances some mixing or manipulation may be required immediately
preceding the rolling to obtain the required moisture content. The final operation shall be blading or
dragging, if necessary, to obtain a smooth uniform surface true to line and grade.
208-3.4 PLACING.
a. The aggregate base material that is correctly proportioned, or has been processed in a plant, shall be
placed on the prepared underlying course and compacted in layers of the thickness shown on the
plans. The depositing and spreading of the material shall commence where designated and shall
progress continuously without breaks. The material shall be deposited and spread in lanes in a
uniform layer and without segregation of size to such loose depth that, when compacted, the layer shall
have the required thickness. The base aggregate shall be spread by spreader boxes or other approved
devices having positive thickness controls that shall spread the aggregate in the required amount to
avoid or minimize the need for hand manipulation. Dumping from vehicles in piles which require
rehandling shall not be permitted. Hauling over the uncompacted base course shall not be permitted.
b. The aggregate base material that has been processed in a traveling plant, or mixed and blended in -
place, shall be spread in a uniform layer of required depth and width and to the typical cross section.
The spreading shall be by a self -powered blade grader, mechanical spreader, or other approved
method. In spreading, care shall be taken to prevent cutting into the underlying layer. The material
shall be bladed until a smooth, uniform surface is obtained, true to line and grade.
C. The base course shall be constructed in a layer not less than 3 inches (75 mrn) nor more than 6 inches
(150 nun) of compacted thickness. The aggregate as spread shall be of uniform grading with no
pockets of fine or coarse materials. The aggregate, unless otherwise permitted by the Engineer, shall
not be spread more than 2,000 square yards (1700 square meters) in advance of the rolling. Any
necessary sprinkling shall be kept within these limits. No material shall be placed in snow or on a soft,
muddy, or frozen course.
When more than one layer is required, the construction procedure described herein shall apply
similarly to each layer.
During the mixing and spreading process, sufficient caution shall be exercised to prevent the
incorporation of subgrade, subbase, or shoulder material in the base course mixture.
208-3.5 COMPACTION. Immediately upon completion of the spreading operations, the aggregate shall be
thoroughly compacted. The number, type, and weight of rollers shall be sufficient to compact the material to
the required density.
208-3.6 ACCEPTANCE SAMPLING AND TESTING FOR DENSITY. Aggregate base course shall be
accepted for density on a lot basis. A lot will consist of one day's production where it is not expected to exceed
2400 square yards (2000 square meters). A lot will consist of one-half day's production where a day's
production is expected to consist of between 2400 and 4800 square yards (2000 and 4000 square meters).
Each lot shall be divided into two equal sublots. One test shall be made for each sublot. Sampling locations
will be determined by the Engineer on a random basis in accordance with statistical procedures contained in
ASTM D 3665.
P-208.4 A G GREVINIMMU&MMUM
Each lot will be accepted for density when the field density is at least 100 percent of the maximum density of
laboratory specimens prepared from samples of the material delivered to the jobsite, and the moisture content
of the material during compaction operations shall not be below, nor more than 2 percent above the optimum
moisture content as determined by ASTM D 698. The specimens shall be compacted and tested in accordance
with ASTM 698. (When specifically noted in the Plans and Specifications that the design aircraft weighs more
than 60,000 pounds, then ASTM D-1557 applies to all density determinations). The in -place field density
shall be determined in accordance with ASTM D 1556, ASTM D 2167, or ASTM D 2922. Moisture content
may be determined by ASTM D 3017. If the specified density is not attained, the entire lot shall be reworked
and/or recompacted and two additional random tests made. This procedure shall be followed until the
specified density is reached.
The moisture content of the material during compaction operations shall not be below, nor more than 2
percentage points above the optimum moisture content as determined by ASTM 698.
208-3.7 SURFACE TEST. After the course has been completely compacted, the surface shall be tested for
smoothness and accuracy of grade and crown. Any portion lacking the required smoothness or failing in
accuracy of grade or crown shall be scarified, reshaped, recompacted, and otherwise manipulated as the
Engineer may direct until the required smoothness and accuracy are obtained. The finished surface shall not
vary more than 3/8 inch (9 mm) from a 16-foot (4.8 m) straightedge when applied to the surface parallel with,
and at right angles to, the centerline.
208-3.8 THICKNESS. The thickness of the base course shall be determined by depth tests or cores taken at
intervals in such manner that each test shall represent no more than 300 square yards (250 square meters).
When the base deficiency is more than 1/2 inch (12 mm), the Contractor shall correct such areas by scarifying,
adding satisfactory base mixture, rolling, sprinkling, reshaping, and finishing in accordance with these
specifications. The Contractor shall replace, at his/her expense, the base material where borings have been
taken for test purposes.
208-3.9 PROTECTION. Work on the base course shall not be accomplished during freezing temperatures
nor when the subgrade is wet. When the aggregates contain frozen materials or when the underlying course is
frozen, the construction shall be stopped.
Hauling equipment may be routed over completed portions of the base course, provided no damage results and
provided that such equipment is routed over the full width of the base course to avoid rutting or uneven
compaction. However, the Engineer in charge shall have full and specific authority to stop all hauling over
completed or partially completed base course when, in his/her opinion, such hauling is causing damage. Any
damage resulting to the base course from routing equipment over the base course shall be repaired by the
Contractor at his/her own expense.
208-3.10 MAINTENANCE. Following the completion of the base course, the Contractor shall perform all
maintenance work necessary to keep the base course in a condition satisfactory for priming. After priming, the
surface shall be kept clean and free from foreign material. The base course shall be properly drained at all
times. If cleaning is necessary, or if the prime coat becomes disturbed, any work or restitution necessary shall
be performed at the expense of the Contractor.
Before preparations begin for the application of a surface treatment or for a surface course, survey/grade hubs
must be removed, and the base course shall be allowed to partially dry until the average moisture content of the
full depth of base is less than 80% of the optimum moisture of the base mixture. The drying shall not continue
to the extent that the surface of the base becomes dusty with consequent loss of binder. If during the curing
period the surface of the base dries too fast, it shall be kept moist by sprinkling until such time as the prime
AGGREGATE BASE COURSE 0•
coat is applied as directed.
208-4.1 The quantity of crushed aggregate base course shall be the number of cubic yards (cubic meters) of
base course material placed, bonded, and accepted in the completed base course. The quantity of base course
material shall be measured in final position based upon depth test, or cores taken as directed by the Engineer,
or at the rate of 1 depth test for each 300 square yards (250 square meters) of base course, or by means of
average end areas on the complete work computed from elevations to the nearest 0.01 foot (3 mm). On
individual depth measurements, thicknesses more than 1/2 inch (12 mm) in excess of that shown on the plans
shall be considered as specified thickness plus 1/2 inch (12 mm) in computing the yardage. Base materials
shall not be included in any other excavation quantities.
BASIS OF PAYMENT
208-5.1 Payment shall be made at the contract unit price per cubic yard (cubic meter) for aggregate base
course. This price shall be full compensation for furnishing all materials and for all operations, hauling, 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-208-5.1 Crushed Aggregate Base Course --per cubic yard (cubic meter)
• iut"t "imm
ASTM C 29 Unit Weight of Aggregate
ASTM C 117 Materials Finer than 75um (No. 200) Sieve in Mineral Aggregates by Washing
ASTM C 131 Resistance to Abrasion of Small Size Coarse Aggregate by Use of the Los Angeles Machine
ASTM D 422 Standard Test Method for Particle -Size Analysis of Soils
ASTM D 698 Moisture -Density Relations of Soils and Soil -Aggregate Mixtures Using 5.5 lb (2.49 kg) Rammer and
12-in (305 mm) Drop
ASTM D 1556 Density of Soil in Place by the Sand -Cone Method
ASTM D 1557 Moisture -Density Relations of Soils and Soil -Aggregate Mixtures Using 10-ib (4.5 kg) Rammer and
18-in (457 mm) Drop
ASTM D 2167 Tests for Density of Soil In -Place by the Rubber Balloon Method.
ASTM D 2922 Density of Soil and Soil -Aggregate in Place by Nuclear Methods (Shallow Depth)
ASTM D 3017 Water Content of Soil and Rock in Place by Nuclear Methods
ASTM D 3665 Random Sampling of Paving Materials
ASTM D 4318 Liquid Limit, Plastic Limit, and Plasticity Index of Soils
AASHTO T-99 Moisture -Density Relations of Soils Using a 5.5-Pound Rammer and 12-Inch Drop
AASHTO T-180 Moisture -Density Relations of Soils Using a 10-Pound Rammer and 18-Inch Drop
File: F:4llRPORTS\ADMIMTECHSPECSV'108.doc
(5103) INCLUDING FAA NW REGION NOTICE 15
' 'a 16 AGGREGATEBASECOURSE
r ff III W rW.-Ney
401-1.1 This item shall consist of a surface course composed of mineral aggregate and bituminous material
mixed in a central mixing plant and placed on a prepared course in accordance with these specifications and
shall conform to the lines, grades, thicknesses, and typical cross sections shown on the plans. Each course
shall be constructed to the depth, typical section, or elevation required by the plans and shall be rolled,
finished, and approved before the placement of the next course.
y
401-2.1 AGGREGATE. Aggregates shall consist of crushed stone, crushed gravel, or crushed slag with or
without sand or other inert finely divided mineral aggregate. The portion of materials retained on the No. 8
sieve is coarse aggregate. The portion passing the No. 8 (2.36 mm) sieve and retained on the No. 200 (0.075
mm) sieve is fine aggregate, and the portion passing the No. 200 (0.075 min) sieve is mineral filler.
a. Coarse Aggregate. Coarse aggregate shall consist of sound, tough, durable particles, free from adherent
films of matter that would prevent thorough coating and bonding with the bituminous material and be free from
organic matter and other deleterious substances. The percentage of wear shall not be greater than 40 percent
when tested in accordance with ASTM C 131. The sodium sulfate soundness loss shall not exceed 10 percent,
or the magnesium sulfate soundness loss shall not exceed 13 percent, after five cycles, when tested in
accordance with ASTM C 88.
Aggregate shall contain at least 50 percent by weight of individual pieces having two or more fractured faces
and 65 percent by weight having at least one fractured face. The area of each face shall be equal to at least 75
percent of the smallest midsectional area of the piece. When two fractured faces are contiguous, the angle
between the planes of fractures shall be at least 30 degrees to count as two fractured faces. Fractured faces
shall be obtained by crushing.
The aggregate shall not contain more than 8 percent, by weight, of flat or elongated pieces, when tested in
accordance with ASTM D 4791 with a ratio of 1:5.
Slag shall be air-cooled, blast furnace slag, and shall have a compacted weight of not less than 70 pounds per
cubic foot (1.12 mg/cubic meter) when tested in accordance with ASTM C 29.
b. Fine Aggregate. Fine aggregate shall consist of clean, sound, durable, angular shaped particles
produced by crushing stone, slag, or gravel that meets the requirements for wear and soundness specified for
coarse aggregate. The aggregate particles shall be free from coatings of clay, silt, or other objectionable matter
and shall contain no clay balls. The fine aggregate, including any blended material for the fine aggregate, shall
have a plasticity index of not more than 6 and a liquid limit of not more than 25 when tested in accordance
with ASTM D 4318.
Natural (non -manufactured) sand may be used to obtain the gradation of the aggregate blend or to improve the
workability of the mix. The amount of sand to be added will be adjusted to produce mixtures conforming to
requirements of this specification. The fine aggregate shall not contain more than 20 percent natural sand by
weight of total aggregates.
The aggregate shall have sand equivalent values of 40 or greater when tested in accordance with ASTM D
2419.
PLANT BITUMINOUS PAVEMENTS P-401.1
c. Sampling. ASTM D 75 shall be used in sampling coarse and fine aggregate, and ASTM C 183 shall be
used in sampling mineral filler.
401-2.2 MINERAL FILLER. If filler, in addition to that naturally present in the aggregate, is necessary, it
shall meet the requirements of ASTM D 242.
401-2.3 BITUMINOUS MATERIAL. The bituminous material shall conform to the requirements of
AASHTO MP320 performance graded binder designation PG 64-34. A certificate of compliance from the
manufacturer must be included with the mix design submittal. The bitumen and additive shall be mixed
uniformly to provide a mixture meeting the following requirements:
Prop ertX Min.
Synthetic Rubber, Wt. % (% by weight rubber solids) 2.0
Toughness, Inch -Pounds* 75
Tenacity, Inch -Pounds* 50
* Bensen Method of Toughness and Tenacity: Scott tester, inch -pounds @ 77 degrees F., 20 inches per minute
pull. Tension head 7/8-inch diameter. Per ASTM D 5801.
Certified test results plus a sample of the modified bitumen -synthetic rubber mixture shall be provided for each
tank load shipped to the project or for each mixed batch - whichever is smaller. Samples being tested shall
contain the anti -stripping additive. No material shall be used before the test results are delivered to the
Engineer. The Engineer will conduct independent acceptance tests on some samples — a minimum of one
sample shall be tested by the Engineer to verify the submitted certification. Material placed which does not
meet the specification requirements shall be removed and replaced at no additional cost to the Owner. A
temperature -viscosity curve for the material shall be provided to the Engineer.
401-2.4 PRELIMINARY MATERIAL ACCEPTANCE. Prior to delivery of materials to the job site, the
Contractor shall submit certified test reports to the Engineer for the following materials:
a. Coarse Aggregate.
(1) Percent of wear.
(2) Soundness.
(3) Unit weight of slag.
b. Fine Aggregate.
(1) Liquid limit.
(2) Plastic index.
(3) Sand equivalent.
C. Mineral Filler.
d. Bituminous Material. The certification(s) shall show the appropriate ASTM and additional
test(s) for each material, the test results, and a statement that the material meets the specification
requirement.
The Engineer may request samples for testing, prior to and during production, to verify the quality of the
materials and to ensure conformance with the applicable specifications.
-4 PLANT MIX BITUMINOUS PAVEMENTS
401-3.1 COMPOSITION OF MIXTURE. The bituminous plant mix shall be composed of a mixture of
well -graded aggregate, filler if required, and bituminous material. The several aggregate fractions shall be
sized; handled in separate size groups, and combined in such proportions that the resulting mixture meets the
grading requirements of the job mix formula (JW).
401-3.2 JOB MIX FORMULA. No bituminous mixture for payment shall be produced until a job mix
formula has been approved by the Engineer. The bituminous mixture shall be designed using procedures
contained in Chapter V, MARSHALL METHOD OF MIX DESIGN, of the Asphalt Institute's Manual Series
No. 2 (MS-2), Mix Design Methods for Asphalt Concrete.
The design criteria in Table 1 are target values necessary to meet the acceptance requirements contained in
paragraph 401-5.2b. The criteria is based on a production process which has a material variability with the
following standard deviations:
Stability (lbs.) = 270
Low (0.01 inch) = 1.5
Air Voids (%) = 0.65
If material variability exceeds the standard deviations indicated, the job mix formula and subsequent
production targets should be based on a stability greater than shown in Table 1, and the flow and air voids
should be targeted close to the mid -range of the criteria in order meet the acceptance requirements.
If the index of retained strength of the specimens of composite mixture, as determined by ASTM D 1075, is
less than 75, or the dry compressive strength less than 200 psi, the aggregates shall be rejected or the
asphalt shall be treated with an approved antistripping agent. The amount of antistripping agent added to the
asphalt shall be sufficient to r� oduce an index of retained strength of not less than 75 with a minimum dry
compressive strength of 200 psi. If an antistripping agent is required, it will be provided by the contractor at
no additional cost to the Owner.
The job mix formula shall be submitted in writing by the Contractor to the Engineer at least 10 days prior to
the start of paving operations and shall include as a minimum:
a. Percent passing each sieve size.
b. Percent of asphalt cement.
C. Asphalt viscosity or penetration grade.
d. Number of blows of hammer compaction per side of molded specimen.
e. Mixing temperature.
f. Compaction temperature.
g. Temperature of mix when discharged from the mixer.
h. Temperature -viscosity relationship of the asphalt cement.
i. Plot of the combined gradation on the Federal Highway Administration (FHWA) 45 power
gradation curve.
PLANTi PAVEMENTSP-401.3
Graphical plots of stability, flow, air voids, voids in the mineral aggregate, and unit weight
verses asphalt content.
k. Percent natural sand.
Percent fractured faces.
in. Percent elongated particles.
n. Index of retained strength.
o. Antistrip agent (if required).
The Contractor shall submit samples to the Engineer, upon request, for job mix formula verification testing.
The job mix formula for each mixture shall be in effect until modified in writing by the Engineer. Should a
change in sources of materials be made, a new job mix formula must be approved by the Engineer before the
new material is used.
TABLE 1. MARSALL DESIGN CRITERIA
Number of blows 50
Stability, pounds (newtons) minimum 1350 (4450)
Flow, 0.01 in. (0.25 mm) 10-18
Air voids (percent) 2.8 - 4.2
Percent voids in mineral aggregate, minimum See Table 2
TABLE 2. MINIMUM PERCENT V®IDS IN MINERAL AGGREGATE
Maximum Particle Size Minimum Voids in Mineral
(Table 3) Aggregate Percent
in.
mm
1/2
12.5
15%
3/4
19.0
14%
1
25.0
13%
1-1/4
31.25
12%
Note: The nominal maximum particle size is one size larger than the first sieve to retain more than 10 percent.
The mineral aggregate shall be of such size that the percentage composition by weight, as determined by
laboratory screens, will conform to the gradation or gradations specified in Table 3 when tested in accordance
with ASTM Standard C 136 and C 117.
The gradations in Table 3 represent the limits which shall determine the suitability of aggregate for use from
the sources of supply. The aggregate, as selected (and used in the JMF), shall have a gradation within the
limits designated in Table 3 and shall not vary from the low limit on one sieve to the high limit on the adjacent
sieve, or vice versa, but shall be well graded from coarse to fine.
Deviations from the final approved mix design for bitumen content and gradation of aggregates shall be within
the action limits for individual measurements as specified in paragraph 401-6.5a. The limits still will apply if
they fall outside the master grading band in Table 3 except for the top three sieve sizes for each aggregate
gradation product starting at the 100% passing band.
P-401.4 PLANT MIX BITUMINOUS.
TABLE 3. AGGREGATE - BITUMINOUS PAVEMENTS
Sieve Size Percentage by Weight
Passing Sieves
3/4 inch max
1-1/4 in.(31.25 mm)
1 in. (25.0 mm)
3/4 in. (19.0 nun)
100
1/2 in. (12.5 nun)
78-95
3/8 in. (9.5 mm)
64-88
No. 4 (4.75 mm)
44-68
No. 8 (2.36 mm)
30-53
No. 16 (1.18 mm)
20-40
No. 30 (0.60 mm)
14-30
No. 50 (0.30 mm)
8-21
No. 100 (0.15 mm)
6-14
No. 200 (0.075 mm)
3-6
Asphalt percent:
Stone or gravel 5.0 - 7.5
Slag 6.5 - 9.5
The maximum size aggregate selected should not be more than one-half of the course thickness.
The aggregate gradations shown are based on aggregates of uniform specific gravity. The percentages passing
the various sieves shall be corrected when aggregates of varying specific gravities are used, as indicated in the
Asphalt Institute Manual Series No. 2 (MS-2), Appendix A.
401-3.3 RECYCLED ASPHALT CONCRETE. The use of recycled asphalt concrete will not be permitted
on this project.
401-3.4 TEST SECTION. Prior to full production, the Contractor shall prepare and place a quantity of
bituminous mixture according to the job mix formula. The amount of mixture should be sufficient to construct
a test section 300 feet long and 20 feet wide placed in two lanes, with a longitudinal cold joint, and shall be of
the same depth specified for the construction of the course that it represents. A cold joint is an exposed
construction joint where the first mat is less than 185 degrees F and it has cooled sufficiently enough to be
cutback as required. Cold joint requirements should be deleted if the total production by area is less than 2000
tons. The underlying grade or pavement structure upon which the test section is to be constructed shall be the
same as the remainder of the course rep- resented by the test section. The equipment used in construction of
the test section shall be the same type and weight to be used on the remainder of the course represented by the
test section.
Three random samples shall be taken at the plant or site and tested for stability, flow, and air voids in
accordance with paragraph 401-5.1 a(2). Two random samples of mixture shall be taken at the plant or site and
tested for aggregate gradations and asphalt content in accordance with paragraphs 401-6.3a and 3b and
evaluated in accordance with paragraphs 401-6.5a and 5b. Three randomly selected cores shall be taken from
the finished pavement mat, and three from the longitudinal joint, and tested in accordance with paragraph
401-5.lb(4). Random sampling shall be in accordance with procedures contained in ASTM D 3665.
Mat density and air voids shall be evaluated in accordance with paragraph 401-5.2f(1). Stability and flow shall
be evaluated in accordance with paragraph 401-5.2f(2). Joint density shall be evaluated in accordance with
BITUMINOUSPLANT MIX "•P-401.5
paragraph 401-5.2f(3).
Voids in the mineral aggregate (VMA) for each plant sample, shall be computed in accordance with procedures
contained in Chapter III, MARSHALL METHOD OF MIX DESIGN, of the Asphalt Institute's Manual Series
No. 2 (MS-2), Mix Design Methods for Asphalt Concrete.
The test section shall be considered acceptable if; 1) stability, flow, mat density, air voids and joint density are
90 percent or more within limits, 2) gradation and asphalt content are within the action limits specified in
paragraphs 401-6.5a and 5b, and 3) the voids in the mineral aggregate is within the limits of Table 2.
If the test section should prove to be unsatisfactory, the necessary adjustments to the job mix formula, plant
operation, placing procedures, and/or rolling procedures shall be made, and the section shall be removed at the
contractor's expense. A second test section shall then be placed. If the second test section also does not meet
specification requirements, shall also be removed at the Contractor's expense. Additional test sections, as
required, shall be constructed and evaluated for conformance to the specifications. Any additional sections that
do not conform to specification requirements shall be removed at the Contractor's expense. Full production
shall not begin until a satisfactory section has been constructed and accepted in writing by the Engineer. Test
sections that are unacceptable shall not be paid for by the owner. An acceptable section that meets
specification requirements will be paid for in accordance with paragraph 401-8.1.
Job mix control testing shall be performed by the Contractor at the start of plant production and in conjunction
with the calibration of the plant for the job mix formula. It should be recognized that the aggregates produced
by the plant may not satisfy the gradation requirements or produce a mix that exactly meets the JMF. In those
instances, it will be necessary to reevaluate and redesign the mix using plant -produced aggregates. Specimens
should be prepared and the optimum bitumen content determined in the same manner as for the original design
tests.
401-3.5 TESTING LABORATORY. The laboratory used to develop the job mix formula shall meet the
requirements of ASTM D 3666. A certification signed by the manager of the laboratory stating that it meets
these requirements shall be submitted to the Engineer prior to the start of construction. The certification shall
contain as a minimum:
a. Qualifications of personnel; laboratory manager, supervising technician, and testing
technicians.
b. A listing of equipment to be used in developing the job mix.
C. A copy of the laboratory's quality control system.
d. Evidence of participation in the AASHTO Materials Reference Laboratory (AMRI.) program
401-4.1 WEATHER LIMITATIONS. The bituminous mixture shall not be placed upon a wet surface or
when the surface temperature of the underlying course is less than specified in Table 4. The temperature
requirements may be waived by the Engineer, if requested; however, all other requirements including
compaction shall be met.
P-401.6 PLANT MIX BITUMINOUSIOMMOMMI
Mat Thickness
3 in. (7.5 cm) or greater
Base temperature (min)
Deg. F Deg. C
40 4
Greater than 1 in. (2.5 cm) but less than 3 in. (7.5 cm) 45 7
1 in. (2.5 cm) or less 50 10
401-4.2 BITUMINOUS MIXING PLANT. Plants used for the preparation of bituminous mixtures shall
conform to the requirements of ASTM D 995 with the following changes:
a. Requirements for All Plants.
(1) Truck Scales. The bituminous mixture shall be weighed on approved scales
furnished by the Contractor, or on certified public scales at the Contractor's expense. Scales shall be inspected
and sealed as often as the Engineer deems necessary to assure their accuracy. Scales shall conform to the
requirements of the General Provisions, Section 90-01.
(2) Testing Facilities. The Contractor shall provide laboratory facilities at the plant for
the use of the Engineer's acceptance testing and the Contractor's quality control testing, in accordance with
paragraph 401-6.2d.
(3) Inspection of Plant. The Engineer, or Engineer's authorized representative, shall
have access, at all times, to all areas of the plant for checking adequacy of equipment; inspecting operation of
the plant: verifying weights, proportions, and material properties; and checking the temperatures maintained in
the preparation of the mixtures.
(4) Storage Bins and Surge Bins. Paragraph 3.9 of ASTM D 995 is deleted. Instead,
the following applies. Use of surge bins or storage bins for temporary storage of hot bituminous mixtures will
be permitted as follows:
(a) The bituminous mixture may be stored in surge bins for period of time not to
exceed 3 hours.
(b) The bituminous mixture may be stored in insulated storage bins for a period
of time not to exceed 24 hours.
The bins shall be such that mix drawn from them meets the same requirements as mix loaded directly into
trucks.
If the Engineer determines that there is an excessive amount of heat loss, segregation or oxidation of the
mixture due to temporary storage, no overnight storage will be allowed.
401-4.3 HAULING EQUIPMENT. Trucks used for hauling bituminous mixtures shall have tight, clean, and
smooth metal beds. To prevent the mixture from adhering to them, the truck beds shall be lightly coated with a
minimum amount of paraffin oil, lime solution, or other approved material. Each truck shall have a suitable
cover to protect the mixture from adverse weather. When necessary, to ensure that the mixture will be
delivered to the site at the specified temperature, truck beds shall be insulated or heated and covers shall be
securely fastened.
401-4.4 BITUMINOUS PAVERS. Bituminous pavers shall be self-propelled, with an activated screed,
heated as necessary, and shall be capable spreading and finishing courses of bituminous plant mix material
which will meet the specified thickness, smoothness, and grade. The paver shall have sufficient power to
propel itself and the hauling equipment without adversely affecting the finished surface.
The paver shall have a receiving hopper of sufficient capacity to permit a uniform spreading operation. The
hopper shall be equipped with a distribution system to place the mixture uniformly in front of the screed
without segregation. The screed shall effectively produce a finished surface of the required evenness and
texture without tearing, shoving, or gouging the mixture.
If an automatic grade control device is used, the paver shall be equipped with a control system capable of
automatically maintaining the specified screed elevation. The control system shall be automatically actuated
from either a reference line and/or through a system of mechanical sensors or sensor -directed mechanisms or
devices which will maintain the paver screed at a predetermined transverse slope and at the proper elevation to
obtain the required surface. The transverse slope controller shall be capable of maintaining the screed at the
desired slope within plus or minus 0.1 percent.
The controls shall be capable of working in conjunction with any of the following attachments:
a. Ski -type device of not less than 30 feet (9.14 m) in length.
b. Taut stringline (wire) set to grade.
C. Short ski or shoe.
d. Laser control.
401-4.5 ROLLERS. Rollers of the vibratory, steel wheel, and pneumatic -tired type shall be used. They shall
be in good condition, capable of operating at slow speeds to avoid displacement of the bituminous mixture.
The number, type, and weight of rollers shall be sufficient to compact the mixture to the required density while
it is still in a workable condition.
The use of equipment which causes excessive crushing of the aggregate will not be permitted.
401-4.6 PREPARATION OF BITUMINOUS MATERIAL. The bituminous material shall be heated in a
manner that will avoid local overheating and provide a continuous supply of the bituminous material to the
mixer at a uniform temperature. The temperature of the bituminous material delivered to the mixer shall be
sufficient to provide a suitable viscosity for adequate coating of the aggregate particles, but shall not exceed
325 degrees F (160 degrees Q.
401-4.7 PREPARATION OF MINERAL AGGREGATE. The aggregate for the mixture shall be heated
and dried prior to introduction into the mixer. The maximum temperature and rate of heating shall be such that
no damage occurs to the aggregates. The temperature of the aggregate and mineral filler shall not exceed 350
degrees F (175 degrees Q when the asphalt is added. Particular care shall be taken that aggregates high in
calcium or magnesium content are not damaged by overheating. The temperature shall not be lower than is
required to obtain complete coating and uniform distribution on the aggregate particles and to provide a
1'401.8 PLANT MIX BITUMINOUS PAVEMENTS
mixture of satisfactory workability.
401-4.8 PREPARATION OF BITUMINOUS MIXTURE. The aggregates and the bituminous material
shall be weighed or metered and introduced into the mixer in the amount specified by the job mix formula.
The combined materials shall be mixed until the aggregate obtains a uniform coating of bitumen and is
thoroughly distributed throughout the mixture. Wet mixing time shall be the shortest time that will produce a
satisfactory mixture, but not less than 25 seconds for batch plants. The wet mixing time for all plants shall be
established by the Contractor, based on the procedure for determining the percentage of coated particles
described in ASTM D 2489, for each individual plant and for each type of aggregate used. The wet mixing
time will be set to achieve 95 percent of coated particles. For continuous mix plants, the minimum mixing
time shall be determined by dividing the weight of its contents at operating level by the weight of the mixture
delivered per second by the mixer. The moisture content of all bituminous mix upon discharge shall not
exceed 0.5 percent.
401-4.9 PREPARATION OF THE UNDERLYING SURFACE. Immediately before placing the
bituminous mixture, the underlying course shall be cleaned of all dust and debris. A prime coat or tack coat
shall be applied in accordance with Item P-602 or P-603, if required by the contract specifications.
401-4.10 TRANSPORTING, PLACING, AND FINISHING. The bituminous mixture shall be transported
from the mixing plant to the site in vehicles conforming to the requirements of paragraph 401-3. Deliveries
shall be scheduled so that placing and compacting of mixture is uniform with minimum stopping and starting
of the paver. Adequate artificial lighting shall be provided during night placements. Hauling over freshly
placed material shall not be permitted until the material has been compacted, as specified, and allowed to cool
to atmospheric temperature.
The Contractor may elect to use a material transfer vehicle to deliver mix to the paver.
Upon arrival, the mixture shall be placed to the full width by a bituminous paver. It shall be struck off in a
uniform layer of such depth that, when the work is completed, it shall have the required thickness and conform
to the grade and contour indicated. The speed of the paver shall be regulated to eliminate pulling and tearing
of the bituminous mat. Unless otherwise permitted, placement of the mixture shall begin along the centerline
of a crowned section or on the high side of areas with a one-way slope. The mixture shall be placed in
consecutive adjacent strips having a minimum width of 15 feet except where edge lanes require less width to
complete the area. The longitudinal joint in one course shall offset the longitudinal joint in the course
immediately below by at least 1 foot (30 cm); however, the joint in the surface top course shall be at the
centerline of the pavement. Transverse joints in one course shall.be offset by at least 10 feet (3 m) from
transverse joints in the previous course.
Transverse joints in adjacent lanes shall be offset a minimum of 10 feet (3 in).
On areas where irregularities or unavoidable obstacles make the use of mechanical spreading and finishing
equipment impractical, the mixture may be spread and luted by hand tools.
Any areas of segregation in the surface course, as determined by the Engineer, shall be removed and replaced
at the Contractor's expense. The area shall be removed by saw cutting and milling a minimum of 2-inches
deep. The area to be removed and replaced shall be a minimum width of the paver and a minimum of 10 feet
long.
401-4.11 COMPACTION OF MIXTURE. After placing, the mixture shall be thoroughly and uniformly
compacted by rolling. The surface shall be compacted as soon as possible when the mixture has attained
C` i Engulm,
sufficient stability so that the rolling does not cause undue displacement, cracking or shoving. The sequence of
rolling operations and the type of rollers used shall be at the discretion of the Contractor.
The speed of the roller shall, at all times, be sufficiently slow to avoid displacement of the hot mixture and be
effective in compaction. Any displacement occurring as a result of reversing the direction of the roller, or from
any other cause, shall be corrected at once.
Sufficient rollers shall be furnished to handle the output of the plant. Rolling shall continue until the surface is
of uniform texture, true to grade and cross section, and the required field density is obtained.
To prevent adhesion of the mixture to the roller, the wheels shall be kept properly moistened (and scrapers
used), but excessive water will not be permitted.
In areas not accessible to the roller, the mixture shall be thoroughly compacted with hand tampers.
Any mixture that becomes loose and broken, mixed with dirt, contains check -cracking, or in any way defective
shall be removed and replaced with fresh hot mixture and immediately compacted to conform to the
surrounding area. This work shall be done at the Contractor's expense. Skin patching shall not be allowed.
401-4.12 JOINTS. The formation of all joints shall be made in such a manner as to ensure a continuous bond
between the courses and obtain the required density. All joints shall have the same texture as other sections of
the course and meet the requirements for smoothness and grade.
The roller shall not pass over the unprotected end of the freshly laid mixture except when necessary to form a
transverse joint. When necessary to form a transverse joint, it shall be made by means of placing a bulkhead or
by tapering the course. The tapered edge shall be cut back to its full depth and width on a straight line to
expose a vertical face prior to placing the adjacent lane. In both methods all contact surfaces shall be given a
tack coat of bituminous material before placing any fresh mixture against the joint.
Longitudinal joints that are less than 185 degrees F (at the time of placing adjacent lane), irregular, damaged,
uncompacted, or otherwise defective shall be cut vertical two to three inches back from the joint to expose a
clean, sound surface for the full depth of the course. All contact surfaces shall be given a tack coat of
bituminous material prior to placing any fresh mixture against the joint.
401-5.1 ACCEPTANCE SAMPLING AND TESTING. Unless otherwise specified, all acceptance
sampling and testing necessary to determine conformance with the requirements specified in this section will
be performed by the Contractor's Independent Testing Agency at no cost to the Owner. Testing organizations
performing these tests will meet the requirements of ASTM D 3666.
a. Plant -Produced Material. Plant -produced material shall be tested for stability, flow, and air voids
on a lot basis. Sampling shall be from material deposited into trucks at the plant or from trucks at the
job site. A lot will consist of:
one day's production not to exceed 2,000 tons (1 814 000 kg), or
a half day's production where a day's production is expected to consist of between
2,000 and 4,000 tons (1 814 000 and 3 628 000 kg), or
similar subdivisions for tonnages over 4,000 tons (3 628 000 kg).
P 0 PLANT MIX BITUMINOUS PAVEMENT6
Where more than one plant is simultaneously producing material for the job, the lot sizes shall apply separately
for each plant.
(1) Sampling. Each lot will consist of four equal sublots. Sufficient material for preparation
of test specimens will be sampled by the Engineer on a random basis, in accordance with the procedures
contained in ASTM D 3665. Samples shall be taken in accordance with ASTM D 979. One set of laboratory
compacted specimens will be prepared for each sublot in accordance with ASTM D 1559, paragraph 4.5, at the
number of blows required by paragraph 401-3.2, Table 1. Each set of laboratory compacted specimens will
consist of three test portions prepared from the same sample increment.
The sample of bituminous mixture shall be put in a covered metal tin and placed in an oven for not less than
30 minutes, nor more than 60 minutes to stabilize to compaction temperature. The compaction temperature of
the specimens should be as specified in the job mix formula.
(2) Testing. Sample specimens shall be tested for stability and flow in accordance with
ASTM D 1559, paragraph 5. Air voids will be determined by the Engineer in accordance with ASTM D 3203.
Prior to testing, the bulk specific gravity of each test specimen shall be measured by the Engineer in
accordance with ASTM D 2726 using the procedure for laboratory -prepared thoroughly dry specimens, or D
1188, whichever is applicable, for use in computing air voids and pavement density.
For air voids determination, the theoretical maximum specific gravity of the mixture shall be measured three
times for each sublot sample in accordance with ASTM D 2041, Type C, D, or E container. Samples shall be
taken on a random basis in accordance with ASTM D 3665. The value used in the air voids computation for
each sublot shall be the average of the two maximum specific gravity measurements for the lot.
The stability, flow, and air voids for each sublot shall be computed by averaging the results of the three test
specimens representing that sublot.
(3) Acceptance. Acceptance of plant produced material for stability, flow, and air voids shall
be determined by the Engineer in accordance with the requirements of paragraph 401-5.2b.
b. Field Placed Material. Material placed in the field shall be tested for mat and joint density on a
lot basis.
(1) Mat Density. The lot size shall be the same as that indicated in paragraph 401-5. La and
shall be divided into four equal sublots. One core of finished, compacted materials shall be taken by the
Contractor from each sublot. Core locations will be determined by the Engineer on a random basis in
accordance with procedures contained in ASTM D 3665. Cores shall not be taken closer than one foot from a
transverse or longitudinal joint.
(2) Joint Density. The lot size shall be the total length of longitudinal joints constructed by a
lot of material as defined in paragraph 401-5.1a. The lot shall be divided into four equal sublots. One core of
finished, compacted materials shall be taken by the Contractor from each sublot. Core locations will be
determined by the Engineer on a random basis in accordance with procedures contained in ASTM D 3665.
Cores used to determine joint density shall be 6-inches in diameter. The core samples shall be centered directly
on the joint line.
(3) Sampling. Samples shall be neatly cut with a core drill. The cutting edge of the core drill
bit shall be of hardened steel or other suitable material with diamond chips embedded in the metal cutting edge.
The minimum diameter of the sample shall be three inches. Samples that are clearly defective, as a result of
11 , : i ' , ' It 1
sampling, shall be discarded and another sample taken. The Contractor shall furnish all tools, labor, and
materials for cutting samples and filling the cored pavement. Cored holes shall be filled in a manner
acceptable to the Engineer and within one day after sampling.
(4) Testing. The bulk specific gravity of each cored sample will be measured by the Engineer
in accordance with ASTM D 2726 or D 1188, whichever is applicable. The percent compaction (density) of
each sample will be determined by dividing the bulk specific gravity of each sublot sample by the average bulk
specific gravity of all laboratory prepared specimens for the lot, as determined in paragraph 401-5.1a(2).
(5) Acceptance. Acceptance of field placed material for mat density will be determined by
the Engineer in accordance with the requirements of paragraph 401-5.2.c. Acceptance for joint density will be
determined in accordance with the requirements of paragraph 401-5.2d.
c. Partial Lots - Plant -Produced Material. When operational conditions cause a lot to be
terminated before the specified number of tests have been made for the lot, or when the Contractor and
Engineer agree in writing to allow overages or other minor tonnage placements to be considered as partial lots,
the following procedure will be used to adjust the lot size and the number of tests for the lot.
The last batch produced where production is unexpectedly halted will be sampled and its properties shall be
considered as representative of the particular sublot from which it was taken. Where three sublots are
produced, they shall constitute a lot. Where one or two sublots are produced, they shall be incorporated into
the next lot and the total number of sublots shall be used in the acceptance plan calculation, i.e., n = 5 or n = 6,
for example. Partial lots at the end of the project shall be included with the previous lot.
d. Partial Lots - Field Placed Material. The lot size for field placed material shall correspond to
that of the plant material, except that in no cases less than (3) cored samples shall be obtained, i.e., n = 3.
a. General. Acceptance will be based on the following characteristics of the bituminous mixture and
completed pavement as well as the implementation of the Contractor's Quality Control plan and test results:
(1) Stability (4) Mat density (7) Smoothness
(2) Flow (5) Joint density (8) Grade
(3) Air voids (6) Thickness
Stability, flow, air voids, mat density, and joint density will be evaluated for acceptance on a lot basis using the
method of estimating percentage of material within specification limits (PWL). Acceptance using PWL
considers the variability (standard deviation) of the material and the testing procedures, as well as the average
(mean) value of the test results to calculate the percentage of material that is above the lower specification
tolerance limit (L) or below the upper specification tolerance limit (U).
Thickness will be evaluated by the Engineer for compliance in accordance with paragraph 401-5.2.f(4).
Acceptance for smoothness will be based on the criteria contained in paragraph 401-5.2f(5). Acceptance for
grade will be based on the criteria contained in paragraph 401-5.2f(6).
The Engineer may at any time, not withstanding previous plant acceptance, reject and require the Contractor to
dispose of any batch of bituminous mixture which is rendered unfit for use due to contamination, segregation,
incomplete coating of aggregate, or improper mix temperature. Such rejection may be based on only visual
inspection or temperature measurements. In the event of such rejection, the Contractor may take a
representative sample of the rejected material in the presence of the Engineer, and if he can demonstrate in the
PLANT MIX BITUMINOUS PAVEMENIR
laboratory, in the presence of the Engineer, that such material was erroneously rejected, payment will be made
for the material at the contract unit price.
b. Stability, Flow, and Air Voids. Evaluation for acceptance of each lot of plant -produced material
for stability, flow, and air voids shall be based on PWL. The Contractor shall target production quality to
achieve 90 PWL or higher.
c. Mat Density. Evaluation for acceptance of each lot of in -place pavement for mat density shall be
based on PWL. The Contractor shall target production quality to achieve 90 PWL or higher.
d. Joint Density. Evaluation for acceptance of each lot of in -place pavement for joint density shall be
based on PWL. The Contractor shall target production quality to achieve 90 PWL or higher.
e. Percentage of Material Within Specification Limits (PWL). The percentage of material within
specification limits (PWL) is determined in accordance with the procedures specified in Section 110 of the
General Provisions. The specification tolerance limit (L) and (U) are contained in Table 5.
f. Acceptance Criteria.
(1) Mat Density and Air Voids. If the PWL of the lot equals or exceeds 90 percent, the lot
shall be acceptable. If the PWL is less than 90 percent, payment shall be made in accordance with paragraph
401-8.1a.
(2) Stability and Flow. If the PWL of the lot equals or exceeds 90 percent, the lot shall be
acceptable. If the PWL is less than 90 percent, the Contractor shall determine the reason and take corrective
action. If the PWL is below 80 percent, the Contractor must stop production and make adjustments to the mix.
(3) Joint Density. If the PWL of the lot equals or exceeds 90 percent, the lot shall be
acceptable. If the PWL is less than 90 percent, the Contractor shall evaluate the method of compacting joints.
If the PWL is below 80 percent, the Contractor shall stop production until the reason for poor compaction can
be determined.
(4) Thickness. Thickness shall be evaluated for compliance by the Engineer to the
requirements shown on the plans. Measurements of thickness shall be made by the Engineer using the cores
extracted for each sublot for density measurement.
(5) Smoothness. The finished surfaces of the pavement shall not vary more than 1/4 inch for
the surface course. Each lot shall be evaluated with a 12-foot (3.6 m) straightedge. The lot size shall be 2000
square yards (square meters). Measurements will be made perpendicular and parallel to the centerline at
distances not to exceed 50 feet (15.2 m). When more than 15 percent of all measurements within a lot exceed
the specified tolerance, the Contractor shall remove the deficient area and replace with new material.
Sufficient material shall be removed to allow at least one inch of asphalt concrete to be placed. Skin patching
shall not be permitted. High points may be ground off - not to exceed 15 square yards.
(6) Grade. The finished surface of the pavement shall not vary from the gradeline elevations
and cross sections shown on the plans by more than 1/2 inch (12.70 mm). The finished grade of each lot will
be determined by running levels at intervals of 50 feet (15.2 m) or less longitudinally and transversely to
determine the elevation of the completed pavement. The lot size shall be 2000 square yards. When more than
15 percent of all the measurements within a lot are outside the specified tolerance, the Contractor shall remove
the deficient area and replace with new material. Sufficient material shall be removed to allow at least 2-inches
of asphalt concrete to be placed. Skin patching for correcting low areas shall not be permitted. High points
may be ground off - not to exceed 15 square yards. Any areas requiring surface grinding shall be fog sealed by
the contractor at no additional cost to the owner.
g. Outliers. All individual tests for mat density and air voids shall be checked for outliers (test
criterion) in accordance with ASTM E 178, at a significance level of 5 percent. Outliers shall be discarded,
and the PWL shall be determined using the remaining test values.
Number of Blows
Stability, pounds (min.)
Flow, 0.01 - inch
Air Voids total mix (percent)
Mat density, percent
Joint density, percent
401-5.3 RESAMPLING PAVEMENT.
6V
Specification Tolerance Limit
L U
1000 -
8 20
2.0 5.0
96.3 -
93.3 -
a. General. Resampling of a lot of pavement for mat density will be allowed if the Contractor
requests, in writing, within 48 hours after receiving the written test results from the Engineer. A retest will
consist of all the sampling and testing procedures contained in paragraphs 401-5.lb and 401-5.2c. Only one
resampling per lot will be permitted.
(1) A redefined PWL shall be calculated for the resampled lot. The number of tests used to
calculate the redefined PWL shall include the initial tests made for that lot plus the retests.
(2) The cost for resampling and retesting shall be borne by the Contractor.
b. Payment for Resampled Lots. The redefined PWL for a resampled lot shall be used to calculate
the payment for that lot in accordance with Table 6.
C. Outliers. If the tests within a lot include a very large or a very small value that appears to
be outside the normal limits of variation, check for an outlier in accordance with ASTM E
178, at a significance level of 5 percent, to determine if this value should be discarded
when computing the PWL.
401-5.4 LEVELING COURSE. APPLIES ONLY WHEN SPECIFICALLY CALLED OUT IN THE
PLANS AND SPECIFICATIONS. The leveling course is the first thin, variable thickness lift of an overlay
placed prior to all upper lifts. The leveling course shall not exceed a nominal thickness of 1-1/2 inches. The
leveling course shall be compacted with the same degree of effort used to achieve density of the test section. A
pavement course used for truing and leveling shall meet the requirements of paragraphs 401-3.2 and 401-5.2b.
If, in the opinion of the Engineer, the leveling course's thickness is by necessity too thin or too variable to
yield targeted density results, the course shall not be subject to the density requirements of paragraph 401-5.2c.
P-401.14 PLANT MIX BITUMINOUS PAVEMENT9
401-6.1 GENERAL. The Contractor shall develop a Quality Control Program in accordance with Section
100 of the General Provision. The program shall address all elements which affect the quality of pavements
including, but not limited to:
(1)
Mix Design
(2)
Aggregate Grading
(3)
Quality of Materials
(4)
Stockpile Management
(5)
Proportioning
(6)
Mixing
(7)
Placing and Finishing
(8)
Joints
(9)
Compaction
(10)
Surface smoothness
401-6.2 TESTING LABORATORY. The Contractor must provide for a fully equipped asphalt laboratory
located at the plant or job site at the request of the designer. It shall be available for joint use by the Contractor
for quality control testing and by the Engineer for acceptance testing and must have adequate equipment for the
performance of the tests required by these specifications. The Engineer shall have priority in use of the
equipment necessary for acceptance testing.
The effective working area of the laboratory shall be a minimum of 150 square feet (14 square meters) with a
ceiling height of not less than 7.5 feet (2.3 meters). Lighting shall be adequate to illuminate all working areas.
It shall be equipped with heating and air conditioning units to maintain a temperature of 70 degrees F + 5
degrees (21 degrees C + 2.3 degrees C).
Laboratory facilities shall be kept clean and all equipment shall be maintained in proper working condition.
The Engineer shall be permitted unrestricted access to inspect the Contractor's laboratory facility and witness
quality control activities. The Engineer will advise the Contractor in writing of any noted deficiencies
concerning the laboratory facility, equipment, supplies, or testing personnel and procedures. When the
deficiencies are serious enough to be adversely affecting test results, the incorporation of the materials into the
work shall be suspended immediately and will not be permitted to resume until the deficiencies are
satisfactorily corrected.
401-6.3 QUALITY CONTROL TESTING. The Contractor shall perform all quality control tests necessary
to control the production and construction processes applicable to these specifications and as set forth in the
approved Quality Control Program. The testing program shall include, but not necessarily limited to, tests for
the control of asphalt content, aggregate gradation, temperatures, aggregate moisture, field compaction, and
surface smoothness. A Quality Control Testing Plan shall be developed as part of the Quality Control Program.
a. Asphalt Content. A minimum of two tests shall be performed per lot in accordance with ASTM D
6307 for determination of asphalt content. The asphalt content for the lot will be determined by averaging the
test results.
The use of the nuclear method for determining asphalt content in accordance with ASTM D 4125 is permitted,
provided that it is calibrated for the specific mix being used.
b. Gradation. Aggregate gradations shall be determined a minimum of twice per lot from mechanical
analysis of extracted aggregate in accordance with AASHTO T 30 and ASTM C 136 (Dry Sieve). When
asphalt content is determined by the nuclear method, aggregate gradation shall be determned from hot bin
samples on batch plants, or from the cold feed on drum mix or continuous mix plants, and tested in accordance
with ASTM C 136 (dry sieve) using actual batch weights to determine the combined aggregate gradation of the
mixture.
'�` x' C 1 '• �I
c. Moisture Content of Aggregate. The moisture content of aggregate used for production shall be
determined a minimum of once per lot in accordance with ASTM C 566.
d. Moisture Content of Mixture. The moisture content of the mixture shall be determined once per
lot in accordance with ASTM D 1461.
e. Temperatures. Temperatures shall be checked, at least four times per lot, at necessary locations to
determine the temperatures of the dryer, the bitumen in the storage tank, the mixture at the plant, and the
mixture at the job site.
L In -Place Density Monitoring. The Contractor shall conduct any necessary testing to ensure that
the specified density is being achieved. A nuclear gauge may be used to monitor the pavement density in
accordance with ASTM D 2950.
g. Additional Testing. Any additional testing that the Contractor deems necessary to control the
process may be performed at the Contractor's option.
h. Monitoring. The Engineer reserves the right to monitor any or all of the above testing.
401-6.4 SAMPLING. When directed by the Engineer, the Contractor shall sample and test any material
which appears inconsistent with similar material being sampled, unless such material is voluntarily removed
and replaced or deficiencies corrected by the Contractor. All sampling shall be in accordance with standard
procedures specified.
401-6.5 CONTROL CHARTS. The Contractor shall maintain linear control charts both for individual
measurements and range (i.e., difference between highest and lowest measurements) for aggregate gradation
and asphalt content.
Control charts shall be posted in a location satisfactory to the Engineer and shall be kept current. As a
minimum, the control charts shall identify the project number, the contract item number, the test number, each
test parameter, the Action and Suspension Limits applicable to each test parameter, and the Contractor's test
results. The Contractor shall use the control charts as part of a process control system for identifying potential
problems and assignable causes before they occur. If the Contractor's projected data during production
indicates a problem and the Contractor is not taking satisfactory corrective action, the Engineer may suspend
production or acceptance of the material.
a. Individual Measurements. Control charts for individual measurements shall be established to
maintain process control within tolerance for aggregate gradation and asphalt content. The control charts shall
use the job mix formula target values as indicators of central tendency for the following test parameters with
associated Action and Suspension Limits:
Sieve Action Limit
3/4 inch (19.0 min)
0%
1/2 inch (12.5 mm)
+/-6%
3/8 inch (9.5 mm)
+/-6%
No. 4 (4.75 mm)
+/-6%
No. 16 (1.18 mm)
+/-5%
No. 50 (0.30 mm)
+/-3%
Suspension Limit
0%
+/-9
+/-9%
+/-9%
+/-7.5 %
+1-4.5 %
FR401.16 PLANT MIX BITUMINOUS PAVEMENTS
No. 200 (0.075 mm) +/-2% +/-3%
Asphalt Content +/-0.45% +/-0.70%
b. Range. Control charts for range shall be established to control process variability for the test
parameters and Suspension Limits listed below. The range shall be computed for each lot as the difference
between the two test results for each control parameter. The Suspension Limits specified below are based on a
sample size of n = 2. Should the Contractor elect to perform more than two tests per lot, the Suspension Limits
shall be adjusted by multiplying the Suspension Limit by 1.18 for n = 3 and by 1.27 for n = 4.
CONTROL CHART LIMITS BASED ON RANGE
(Based on n = 2)
Sieve Suspension Limit
1/2 inch (12.5 mm)
11 percent
3/8 inch (9.5 mm)
11 percent
No. 4 (4.75 mm)
11 percent
No. 16 (1.18 mm)
9 percent
No. 50 (0.30 mm)
6 percent
No. 200 (0.075 mm)
3.5 percent
Asphalt Content
0.8 percent
c. Corrective Action. The Quality Control Plan shall indicate that appropriate action shall be taken
when the process is believed to be out of control. The Plan shall contain sets of rules to gauge when a process
is out of control and detail what action will be taken to bring the process into control. As a minimum, a
process shall be deemed out of control and production stopped and corrective action taken, if:
(1) One point falls outside the Suspension Limit line for individual measurements or range; or
(2) Two points in a row fall outside the Action Limit line for individual measurements.
401-7.1 MEASUREMENT. Plant mix bituminous concrete pavement shall be measured by the number of
tons (kg) of bituminous mixture and the number of tons (kg) of bituminous material used in the accepted work.
Recorded batch weights or truck scale weights will be used to determine the basis for the tonnage. The weight
of bituminous material shall be adjusted in accordance with the percentage of bitumen as determined in
paragraph 401-6.3a.
401-8.1 PAYMENT. Payment for an accepted bituminous concrete pavement shall be made at the adjusted
contract unit price per ton (kg) for bituminous mixture and bituminous material adjusted according to
paragraph 401-8.1a, subject to the limitation that:
The total project payment for plant mix bituminous concrete pavement shall not exceed 100 percent of
the product of the contract unit price and the total number of tons (kg) of bituminous mixture and 100
percent of the product of the contract unit price and the number of tons (kg) of bituminous material
used in the accepted work (See Note 1 under Table 6).
PLANT MIX BITUMINOUS ' .,i
The price shall be compensation for furnishing all materials, for all preparation, mixing, and placing of these
materials, and for all labor, equipment, tools, and incidentals necessary to complete the item.
a. Basis of Adjusted Payment. The pay factor for each individual lot shall be calculated in
accordance with Table 6. A pay factor shall be calculated for both mat density and air voids. The lot pay
factor shall be the higher of the two values when calculations for both mat density and air voids are 100 percent
or higher. The lot pay factor shall be the product of the two values when only one of the calculations for either
mat density or air voids is 100 percent or higher. The lot pay factor shall be the lower of the two values when
calculations for both mat density and air voids are less than 100 percent. The lot pay factor shall apply to both
the bituminous mixture and the bituminous material.
Percentage of Material Within
the Specification Limits (PWL)
96-100
90-95
75-89
55-74
Below 55
Lot Pay Factor
(Percent of Contract Unit Price)
106
PWL + 10
0.5PWL +55
1 APWL - 12
Reject 2
' ALTHOUGH IT IS THEORETICALLY POSSIBLE TO ACHIEVE A PAY FACTOR OF 106
PERCENT FOR EACH LOT, ACTUAL PAYMENT ABOVE 100 PERCENT SHALL BE
SUBJECT TO THE TOTAL PROJECT PAYMENT LIMITATION SPECIFIED IN PARAGRAPH
401-8.1.
2 The lot shall be removed and replaced. However, the Engineer may decide to allow the rejected lot
to remain. In that case, if the Engineer and Contractor agree in writing that the lot shall not be
removed, and it shall be paid for at 50 percent of the contract unit price AND THE TOTAL PROJECT
LIMITATION SHALL BE REDUCED BY THE AMOUNT WITHHELD FOR THE REJECTED
LOT.
b. Payment. Payment will be made under:
Item P-401-8.1 Bituminous Surface Course -per ton (kg)
Item P-401-8.2 Bituminous Material -per ton (kg)
ASTM C 29 Unit Weight of Aggregate
ASTM C 88 Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate
ASTM C 117 Test Method for Materials Finer than 75-um (No.200) Sieve in Mineral
Aggregates by Washing
ASTM C 131 Resistance to Abrasion of Small Size Coarse Aggregate by Use of the Los
Angeles Machine
1' 1
ASTM C 136 Sieve or Screen Analysis of Fine and Coarse Aggregates
ASTM C 183 Sampling Hydraulic Cement
ASTM C 566 Total Moisture Content of Aggregate by Drying
ASTM D 75 Sampling Aggregates
ASTM D 979 Standard Practice for Sampling Bituminous Mixtures
ASTM D 995 Requirements for Mixing Plants for Hot -Mixed Hot -Laid Bituminous Paving
Mixtures
ASTM D 118 Bulk Specific Gravity of Compacted Bituminous Mixtures Using Paraffin -Coated
Specimens
ASTM D 1461 Moisture or Volatile Distillates in Bituminous Paving Mixtures
ASTM D 1559 Resistance to Plastic Flow of Bituminous Mixtures Using Marshall Apparatus
ASTM D 2041 Theoretical Maximum Specific Gravity and Density of Bituminous Paving
Mixtures
ASTM D 2172 Quantitative Extraction of Bitumen from Bituminous Paving Mixtures
ASTM D 2419 Sand Equivalent Value of Soils and Fine Aggregate
ASTM D 2489 Degree of Particle Coating of Bituminous -Aggregate Mixtures
ASTM D 2726 Bulk Specific Gravity of Compacted Bituminous Mixtures Using Saturated
Surface -Dry Specimens
ASTM D 3203 Percent Air Voids in Compacted Dense and Open Bituminous Paving Mixtures
ASTM D 2950 Density of Bituminous Concrete in Place by Nuclear Method
ASTM D 3665 Random Sampling of Paving Materials
ASTM D 3666 Minimum Requirements for Agencies Testing and Inspecting Road and Paving
Materials
ASTM D 4125 Asphalt Content of Bituminous Mixtures by the Nuclear Method
ASTM D 4318 Liquid Limit, Plastic Limit, and Plasticity Index of Soils
ASTM D 4791 Flat or Elongated Particles in Coarse Aggregate
ASTM D 4867 Effect of Moisture on Asphalt Concrete Paving Mixtures
ASTM D 6307 Asphalt Content of Hot Mix Asphalt by Ignition Method.
PLANT MIX BITUMINOUS PAVEMENTS-401.19
ASTM D 6373 Standard Specification for Performance Graded Asphalt Binder
ASTM E 178 Practice for Dealing With Outlying Observations
ASTM MP 320 Specifications for Performance Graded Asphalt Binders
AASHTO T 30 Mechanical Analysis of Extracted Aggregate
The Asphalt Institute's Mix Design Methods for Asphalt Concrete
Manual No. 2 (MS-2)
The Asphalt Institute's Hot -Mix Recycling Manual No. 20 (MS-20)
MATERIAL REQUIREMENTS
ASTM D 242 Mineral Filler for Bituminous Paving Mixtures
ASTM D 946 Asphalt Cement for Use in Pavement Construction
ASTM D 3381 Viscosity -Graded Asphalt Cement for Use in Pavement Construction
ASTM D 4552 Classifying Hot -Mix Recycling Agents
AASHTO MP 320 Specification for Performance Graded Asphalt Binders
File: E•41IRPORTSADMIMTECHSPECSWotice 16 Changes\P401LG.doc
(03105) INCLUDING FAA NW REGION NOTICE 16
w WTV am fflzI
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.
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.
Type and Grade
Cutback Asphalt
MC-70
TABLE 1. BITUMINOUS MATERIAL
Specification
Application Temperatures 1
Deg. F
1200- 1600
' The maximum temperature for cutback asphalt shall be that at which fogging occurs.
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.
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.
11WITUMINOUS PRIME COAT'" t
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 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 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.
602-4.1 The bituminous material for prime coat shall be measured by the ton of material used for the accepted
work. 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.
602-5.1 Payment shall be made at the contract unit price per ton 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 ton
10 kra 9 01 '`IF41 0 IN D111"
ASTM D 977 Emulsified Asphalt
ASTM D 2028 Asphalt, Cutback (Rapid Curing Grade)
P-602.2 BITUMINOUS PRIME COAT
ASTM D 2397 Cationic Emulsified Asphalt
ASTM D 1250 Petroleum Measurement Tables
Asphalt Institute Temperature -Volume Corrections for Emulsified Asphalts
Manual MS-6P Table IV-3
END OF ITEM P-602
File: F.•WIRPORTS\ADMIMTECHSPECM02.doc
(05102)
BITUMINOUS PRIME COAT P-602.3
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.
IU '
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
CSS-1, SS-1 ASTM D 2397, D 977 75-130 25-55
X111MV 1V&114J V U111MV1 I By V1
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.
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 with water at a rate of one part emulsion to one part water or as 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. All water used for dilution
shall be potable and free from hannful soluble salts.
The bituminous material including vehicle or solvent shall be uniformly applied with a bituminous distributor
at the rate of 0.05-0.15 gallons per square yard diluted, equaling 0.025-0.075 gallons per square yard residual
(0.24 to 0.72 liters per square meter). The type of bituminous material and application rate shall be approved
by the Engineer prior to application.
BITUMINOUS TACK COAT P-603.1
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 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.
603-4.1 The bituminous material for tack coat shall be measured by the 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 IV-3 of The Asphalt Institute's Manual MS-6 for emulsified asphalt. Water added to emulsified asphalt
will not be measured for payment.
603.5-1 Payment shall be made at the contract unit price per ton (kg) of undiluted 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 ton (kg)
ASTM D 633 Volume Correction Table for Road Tar
ASTM D 977 Emulsified Asphalt
ASTM D 1250 Petroleum Measurement Tables
ASTM D 2028 Liquid Asphalt (Rapid -Curing Type)
ASTM D 2397 Cationic Emulsified Asphalt
P-603.2 BITUMINOUS TACK COAT
AASHTO M 52 Tar for Use in Road Construction
Asphalt Institute Temperature -Volume Corrections Manual MS-6 for Emulsified Asphalts
Table IV-3
END ITEM P-603
Fite: F:4AIRPORTS\ADMIMTECHSPEC.AP603.doc
(M2)
BITUMINOUS TACK COAT P-603.3
ITEM P-610 STRUCTURAL PORTLAND CEMENT CONCRETE
DESCRIPTION
610-1.1 This item shall consist of 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.
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. Portland cement concrete shall conform to ASTM C 94.
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.
610-2.2 COARSE AGGREGATE. The coarse aggregate for concrete shall meet the requirements of
ASTM C 33.
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:
Percentage by Weight PassingSieves
ieves
Sieve Designation
(square openings) 2" 1-1/2" 1" 3/4" 1/2" 3/8" No.
4
No. 4 to 3/4 in.
(4.75-19.0 mm)
No. 4 to 1 in.
(4.75-25.0 mm)
No. 4 to 1-1/2 in
(4.75-38.1 mm)
100
100 90-100
100 95-100 35-70
90-100
20-55 0-10
25-60
0-10
10-30
0-5
STRUCTURAL PORTLAND , i
:: :: 1 i7iiiTi].��1►��iTl7.�`DCl11�
Sieve Designation
(square openings) Percentage by Weight PassingSieves
ieves
3/8 inch (9.5 min)
100
No. 4 (4.75 m .)
95-100
No. 16 (1.18 mm)
45-80
No. 30 (0.60 nun)
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 ASTM C 150 Type IIA.
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 AASHO 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 1751.
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 welded steel wire fabric
conforming to the requirements of ASTM A 185, and Bar Mats conforming to the requirements of ASTM
A 184 or A 704.
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 Concrete ASTM C 309 Type 2
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 3000 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.
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.
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 CONSISTENCE'. 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
STRUCTURAL PORTLAND CEMENT CONCRETE P-610.3
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 (10 C)
nor more than 100T (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 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 nonstaining 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
STRUCTURAL PORTLAND,'
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 which 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 such
dimensions as may be indicated on the drawings. The premolded filler shall be cut to the same shape as
that of 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 disclosed 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, 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' and 100T (10' 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 which 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.
610-4.1 General: If there is no quantity shown in the bidding schedule, the work covered by this section
shall be considered as a subsidiary obligation of the Contractor covered under the other contract items.
Only accepted work will be measured.
610-4.2 Portland cement concrete shall be measured by the number of cubic yards (cubic meters)
of concrete as detailed in the Proposal and Drawings, complete in place and accepted. In computing the
yardage of concrete 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.
610-4.3 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
shall include the weight of metal pipes and drains, metal conduits and ducts, or similar materials indicated
and included.
610-5.1 Payment shall be made at contract unit price for the unit of measurement as specified herein
before. These prices shall be full compensation for furnishing all materials and for all preparation,
delivering and installation of these materials, and for all labor, equipment, tools, and incidentals necessary
to complete the item.
ASTM C 31
Making and Curing Test Specimens in the Field
ASTM C 39
Compressive Strength of Cylindrical Concrete Specimens
ASTM C 136
Sieve or Screen Analysis of Fine and Coarse Aggregate
ASTM C 138
Unit Weight, Yield, and Air Content of Concrete
ASTM C 143
Slump of Portland Cement Concrete
ASTM C 231
Air Content of Freshly Mixed Concrete by the Pressure Method
MATERIAL .REQUIREMENTS
ASTM A 184
Specification for Fabricated Deformed Steel Bar Mats for
Concrete Reinforcement
ASTM A 185
Welded Steel Wire Fabric for Concrete Reinforcement
ASTM A 497
Specification for Welded Deformed Steel Wire Fabric for
Concrete Pavement
ASTM A 615
Deformed and Plain Billet -Steel Bars 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 260
Air -Entraining Admixtures for Concrete
ASTM C 309
Liquid Membrane -Forming Compounds for Curing Concrete
ASTM C 595
Blended Hydraulic Cements
ASTM C 618
Fly Ash and Raw or Calcined Natural Pozzolan for Use as a
Mineral Admixture in Portland Cement Concrete
ASTM D 1751
Specification for Preformed Expansion Joint Fillers for Concrete
Paving and Structural Construction
ASTM D 1752
Specification for Preformed Sponge Rubber and Cork Expansion
Joint Fillers for Concrete Paving and Structural Construction
F:VJRPORTS\ADMIN\TFCHSPECS\P610.doc
(5103) INCLUDING NW REGION NOTICE 15
ITEM P-620 RUNWAY AND TAXIWAY PAINTING
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.
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 in accordance with the requirements of paragraph 620-
2.2a. Paint shall be furnished in White — 37925, Yellow - 33538 or 33655, and Black - 37038 in
accordance with Federal Standard No 595.
a. WATERBORNE. Paint shall meet the requirements of Federal Specification TT-P-1952D,
Type I.
b. EPDXY. 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 H shall be 18 percent
minimum (16.5 percent minimum at 100 percent purity).
(b) Yellow and Colors: Titanium Dioxide, ASTM D 476, type 11 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. 141, 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
RUNWAY /., 'r 1
Method Standard No. 141. 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. 141, Method 2013. Air dry the sample 48 hours under standard
conditions.
(b) Testing Conditions. Test in accordance with ASTM G 53 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. 141. 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. METACRYLATE. 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 H shall be 6 percent
minimum. Methacrylate resin shall be 18 percent minimum.
(b) Yellow and Colors: Titanium Dioxide, ASTM D 476, type H shall be 6
percent minimum. Organic yellow, other colors, and tinting as required to meet color standard.
Methacrylate resin shall be 18 percent minimum.
P-620.2 RUNWAY AND TAXIWAY PAINTINIM
(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. 141, 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. 141. 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 nun) to four 3 by 6 inch (8 by 15 cm) aluminum panels prepared as described in Method
2013 of Federal Test Method Standard No. 141. Air dry the sample 48 hours under standard
conditions.
(b) Testing Conditions. Test in accordance with ASTM G 53 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. 141. The wet film thickness shall be 0.015 inch (0.12 nun). 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
1
KUNWAY AND TAXIWAY PAINTING t
d. SOLVENT -BASE. Paint shall meet the requirements of Federal Specification A-A-2886A
Type I.
620-2.3 REFLECTIVE MEDIA. Glass beads shall meet the requirements of Fed. Spec. TT-13-1325,
Type III. Glass beads shall be treated with adhesion promoting and/or flotation coatings as
specified by the manufacturer of the paint.
620-2.4 SILICA SAND. Silica sand shall be foundry grade silica sand composed of at least 99.5 percent
silicon dioxide when tested in accordance with ASTM C-146. The gradation of the silica sand shall meet
the paint manufacturer's recommendations and shall approximate a 50/60 graded sand when tested in
accordance with ASTM C-136.
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 degrees F (7 degrees C) and rising and the pavement
surface temperature is at least 5 degrees F (2.7 degrees C) above the dew point. Painting operations shall
be discontinued when the surface temperature exceeds that recommended by the manufacturer.
620-3.2 EQUIPMENT. Equipment shall include the apparatus necessary to properly clean the existing
surface, a mechanical marking machine, a bead and/or silica sand 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 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. 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.
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.
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:
P-620.4 RUNWAY D TAXIWAY PAINTINTIJ
Dimension and Spacing
Tolerance
36 inches (910 mm) or less
+/- 1/2 inch (12 nun)
greater than 36 inches to 6 feet (910 mm to 1.85 m)
+/- 1 inch (25 mm)
greater than 6 feet to 60 feet (1.85 in to 18.3 m)
+/- 2 inches (51 mm)
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 30 days shall elapse between placement of a bituminous surface course or seal coat and
application of the paint.
Paint
Glass Beads, Type I,
Glass Beads,
Silica Sand
Square feet per
Gradation A
Type III
Pounds per gallon
gallon, ft2/gal
Pounds per gallon
Pounds per gallon
of paint--lb./gal.
(Square meters per
of paint--lb./gal.
of paint--lb./gal.
(Kilograms per liter
Paint Type
liter, m2/1)
(Kilograms per liter
(Kilograms per liter
of paint--kg/l
of paint--kg/1)
of paint--kg/1
Waterborne
115 ft2/gal. maximum
7 lb./gal. minimum
121b./gal. minimum
4 lb./gal. minimum
(2.8 m2/1)
(0.85 kg/1)
(1.45 kg/1)
(0.5 kg/1)
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.
620-3.6 PROTECTION. 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.
620-4.1 The quantity of runway and taxiway markings to be paid for shall be the number of square feet
of painting, and shall include reflective media, performed in accordance with the specifications and
accepted by the Engineer.
620-5.1 Payment shall be made at the respective contract price per square foot for runway and taxiway
painting including 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:
RUNWAY D TAXIWAY PAINTING P-620.5
Item P-620-5.1-1 Runway and Taxiway Painting with Reflective Media
per square foot
TESTING REQUIREMENTS
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 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 53 Operating Light and Water -Exposure Apparatus (Florescent UV -
Condensation
Type) for Exposure of Nonmetallic Materials.
Federal Test Method Paint, Varnish, Lacquer and Related Materials; Methods of Inspection,
Standard No. 141 Sampling and Testing
MATERIAL REQUIREMENTS
ASTM D 476 Specifications for Titanium Dioxide Pigments
Code of Federal Regulations 40 CFR Part 60, Appendix A
29 CFR Part 1910.1200
Fed. Spec. TT-B-1325 Beads (Glass Spheres) Retroreflective
Fed. Spec. TT-P-1952D Paint, Traffic and Airfield Marking, Waterborne
Commercial Item
Description (CID) A-A-2886A Paint, Traffic, Solvent Based
Federal Standard 595 Colors used in Government Procurement
F. W IRPORTS\ADMIN\TECHSPECS\P620.DOC
(5/02) INCLUDING FAA CHANGE 13
P-620.6
625-1.1 This item shall consist of an application of a coal -tar emulsion seal coat, with or without mineral
aggregate, applied on an existing, previously prepared bituminous surface, in accordance with these
specifications for the area shown on the Plans or as designated by the Engineer. The material is intended for
use as a fuel resistant sealer.
625-2.1 AGGREGATE. The aggregate shall either be a natural or manufactured angular aggregate and shall
be composed of clean, hard, durable, uncoated particles, free from lumps of clay and all organic matter. The
aggregate shall meet the gradation in Table 1, when tested in accordance with ASTM C 136.
TABLE 1. GRADATION OF AGGREGATES
Sieve Size Percentage by Weight Passing Sieves
No. 8
(2.36 mm)
100
No. 16
(1.18 mm)
97-100
No. 20
(0.85 mm)
85-100
No. 30
(0.60 mm)
15-85
No. 40
(0.40 mm)
2-15
No. 50
(0.30 mm)
-
No. 100 (0.15 mm)
0-2
625-2.2 BITUMINOUS MATERIALS. The bituminous material shall be a coal -tar pitch emulsion prepared
from a high -temperature, coal -tar pitch conforming to the requirements of ASTM D 490, Grade 11112. Oil and
water gas tar shall not be used even though they comply with ASTM D 490. The coal -tar pitch emulsion shall
conform to all requirements of Federal Specification R-P-355 except that the water content shall not exceed 50
percent.
625-2.3 WATER. The water used in mixing shall be potable and free from harmful soluble salts. The
temperature of the water added during mixing shall be at least 50 degrees F (10 degrees Q. The pH of the
water added during mixing shall conform to the requirements of the coal tar emulsion manufacturer.
i I N [1121F."Vel IN.3..
625-3.1 COMPOSITION. The coal -tar pitch emulsion seal coat shall consist of a mixture of coal -tar
pitch emulsion, water, and aggregate in proportions that fall within the ranges shown in Table 2.
625-3.2 JOB MIX FORMULA. The contractor shall submit the recommended formulation of water,
emulsion, and aggregate and application rate proposed for use to the Engineer at least 5 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.
COAL TAR PITCH EMULSION SEAL COAT
Composition and Quantities Per Application
Type of Water
Seal Coat gal./gal
of emul. of emul
Sand Slurry 0.15(max)
Plain Emulsion 0.10(max)
Aggregate Application Rate
lbs/gal gal./sq.yd.
(per application)
2-5 0.15-0.20
- 0.08-0.10
625-3.3 APPLICATION RATE. The sand slurry and plain emulsion coal -tar emulsion seal coat shall be
applied in two coats. The application rate submitted with the job mix formula shall be verified during
placement of the test section and shall fall within the limits shown in Table 2.
625-3.4 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 exact 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 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 625-7.1
625-4.1 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 degrees F (10 degrees C) and rising and is expected
to remain above 50 degrees F (10 degrees C) for 24 hours, unless otherwise directed by the Engineer.
625-4.2 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 uniformity applying 0.15 to 0.55 gallons per square yard (0.69 to 2.5 liters pr
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
COAL TAR PITCH EMULSIONi
accurately delivering a predetermined proportion of aggregate, water, 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. Attached to the mixing machine shall be a mechanical -type squeegee
distributor, 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. Calibration. The Contractor shall furnish all equipment and 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 design. 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.
625-4.3 PREPARATION OF PAVEMENT SURFACE. Bituminous pavement surfaces that have been
softened by petroleum derivatives or have failed due to any other cause shall be removed to the full depth of
the damage and replaced with new bituminous concrete similar to that of the existing pavement. Areas of the
pavement surface to be treated shall be in a firm consolidated condition. They shall be sufficiently cured so that
there is no concentration of oils on the surface.
A period of 90 days shall elapse between the placement of a bituminous surface course and the application of
the seal coat. The Engineer may allow the application to be placed after 30 days if in his/her judgement the
pavement surface has cured sufficiently. This decision will be based on weather history, manufacturer's
recommendations, and the Contractor's experience with the material.
625-4.4 CLEANING EXISTING SURFACE. Prior to placing the seal coat, the surface of the pavement
shall be clean and free from dust, dirt, or other loose foreign matter, grease, oil, or any type of objectionable
surface film. When directed by the Engineer, the existing surface shall be cleaned with wire brushes and a
power blower.
Where vegetation exists in cracks, the vegetation shall be removed and the cracks cleaned to depth of two
inches where practical. Those cracks shall be treated with a concentrated solution of herbicide approved by the
Engineer. Cracks shall then be filled in accordance with Technical Specification P-218. Areas that have been
subjected to fuel or oil spillage shall be wire brushed to remove any dirt accumulations. The area shall then be
primed with shellac or a synthetic resin to prevent the seal coat from debonding.
625-4 TACK COAT. A tack coat or adhesion promoter shall be applied only if recommended by the
emulsion supplier. After the surface has been prepared, a tack coat of 3 parts water to 1 part emulsified binder,
as specified in paragraph 625-2.2, shall be applied at the rate of 0.05 to 0.10 gal/sy of surface.
When a tack coat is not specified the pavement shall be dampened with a fog spray or water if recommended
by the supplier. No standing water shall remain on the surface.
Following the application, the surface shall be allowed to cure without being disturbed for such period of time
as may be necessary to permit curing. This period shall be determined by the Engineer. Suitable precautions
shall be taken by the Contractor to protect the surface against damage during this interval.
625-4.6 APPLICATION OF PLAIN EMULSION. Plain emulsion shall be applied at a uniform rate with a
distributor or spray unit at the rate determined in paragraph 625-3.4. When it is necessary to dilute the
emulsion in order to aid application, the emulsion may be diluted with clean water, but not more than 10%.
625-4.7 APPLICATION OF SAND SLURRY. The sand slurry shall be applied at a uniform rate with a
distributor, spray unit, or squeegee at the rate determined in paragraph 625-3.4. When the emulsion, water and
aggregate are blended, the material shall be premixed to produce a homogeneous mixture of uniform
consistency. The quantities of materials to be combined in each batch shall be in accordance with the approved
mix design.
The mixing sequence of the various components shall be the same as indicated in the job mix formula. After
all constituents are in the mixer, the mixing shall continue for approximately five minutes or longer, if
necessary. The mixing shall produce a smooth, free flowing homogeneous mixture of uniform consistency.
Slow mixing shall be continuous from the time the emulsion is placed into the mixer until the slurry is applied
by distributor truck or poured into the spreading equipment. During the entire mixing process, no breaking,
segregating, or hardening of the emulsion nor bailing, lumping, or swelling of the aggregate shall be
permitted. The slurry shall be applied at a uniform rate to provide the quantity determined during placement of
the test strip.
When a spreader box is used, a sufficient amount of slurry shall be fed in the spreader box to keep a full supply
against the full width of the squeegee, so that complete coverage of all surface voids and cracks is obtained.
Manufacturer's recommendations regarding application by spraying or squeegeeing should be followed. In
areas inaccessible to equipment, the slurry may applied by means of a hand squeegee.
Upon completion of the work, the seal coat shall have no pin holes, bare spots, or cracks through which liquids
or foreign matter could penetrate to the underlying pavement. The finished surface shall present a uniform
texture.
Each application shall be allowed to dry thoroughly before the next coat is applied. Suitable precautions shall
be taken by the Contractor to protect the surface against damage during this interval.
625-4.8 CURING. The mixture shall be permitted to dry for a minimum of 24 hours after the final application
before opening to traffic and shall be sufficiently cured to drive over without damage to the seal coat. Any
damage to the uncured mixture will be the responsibility of the Contractor to repair.
625-4.9 HANDLING. The mixture shall be continuously agitated from the initial mixing until its application
on the pavement surface. The distributor or applicator, pumps, and all tools shall be maintained in satisfactory
working condition.
625-5.1 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 their experience in the application of a coal -
tar emulsion seal coat for a minimum of three years.
625-5.2 INSPECTION. The Owner shall have an independent technical consultant on the job site at the
beginning of operations. 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
[,r--625.4 COAL TAR E �<
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 included in the bid price.
625-5.3 SAMPLING. A random sample of approximately one -quart of the composite mix will be obtained
daily 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 and latex shall be sampled from each consignment shipped to the job.
625-5.4 ENGINEER'S RECORDS. The Engineer will keep an accurate record of each batch of materials
used in the formulation of the seal coat.
n rXI WoreffilreTWIS&YiI" tIDIONI
625-6.1 The coal -tar pitch emulsion shall be measured by the gallon (liter) of undiluted emulsion.
625-6.2 The mineral aggregate shall be measured by the ton (kilogram).
625-7.1 Payment shall be made at the contract unit price per gallon (liter) for the coal -tar pitch emulsion, per
ton (kilogram) for the mineral aggregate. These prices shall fully compensate the Contractor for furnishing all
materials; and for all labor, equipment, tools, and incidentals necessary to complete the items.
Payment will be made under:
Item P-625-7.1 Coal -Tar Pitch Emulsion --per gallon (liter)
ASTM 136 Sieve or Screen Analysis of Fine and Coarse Aggregates
Fed. Spec. R-P-355 Pitch, Coal -Tar Emulsion (Coating for Bituminous Pavements)
ASTM D 490 Tars (For Use in Road Construction)
FUEL RESISTANCE TEST ITEM P-625
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" by 4" square center removed.
2.2 6" X 6" unglazed white ceramic the 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 + 2 degrees F. and 50 + 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.
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 the 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.
Fite: F:WIRPORTSADMIMTECHSPECSP625.doc
(5102)
P-625.6 COAL
631-1.1 GENERAL. This work shall consist of providing all labor, equipment, services, and materials for the
application of soil sterilant to portions of pavement, around electrical fixtures, or anywhere indicated in the
Plans of Special Provisions.
631-2.1 HERBICIDE. The herbicide shall be the liquid form of Pramitol-25E as manufactured by Geigy
Agricultural Chemicals, Division of CIBA-Geigy Corporation, Greensboro, North Carolina, or an approved
equal.
631-3.1 PREPARATION FOR APPLICATION. Before the application of the herbicide to pavement areas,
all existing pavement shall be thoroughly broomed of all loose, disintegrated pavement particles, as directed by
the Engineer. Before application to soil areas, final grading shall be complete and approval shall be obtained
from the Engineer.
631-3.2 APPLICATION. Pramitol-25E shall be applied at the rate manufacturer's specified application rate
for "hard -to -kill perennial weeds and grasses". The herbicide shall be diluted as necessary to insure proper
penetration of the pavement. All sterilized areas will be allowed a week to work before any surface treatment
operation begins. The applicator must be licensed according to State law. The Contractor shall exercise
extreme care in the use and handling of the herbicide. An even application must be obtained. No herbicide
shall be spilled outside the paved areas. Application shall be under conditions such that herbicide is not blown
outside permitted boundaries, nor is herbicide washed outside permitted boundaries. Extreme care must be
taken in areas subject to moving ground water. Application shall not take place during rainy weather or when
rain is forecast for the next 48 hours.
631-3.3 DAMAGE RESPONSIBILITY. It shall be the responsibility of the Contractor to replace any
planting damaged by application of sterilant contrary to the above -mentioned instructions. In the event of such
damage, the Contractor shall also be responsible for replacing all topsoil to a depth of one foot and to a
distance of one foot beyond the damaged area.
631-4.1 SOIL STERILANT. The soil sterilant shall be paid for on a per gallon basis (undiluted).
631-5.1 SOIL STERILANT. Soil sterilant shall be paid for on a per gallon basis (undiluted). Payment shall
be considered to be full compensation for furnishing all materials, labor, equipment and services necessary or
incidental to the proper cleaning and brooming of the pavement and the application of soil sterilant.
F:\AIRPORTSIADMIN\TECHSPECS\P631.doc
(3/03)
SOIL STERILANT P-631.1
6694.1 This section covers the materials, methods of installation, and methods of construction to be used for
subsurface separation fabric, as a permeable separator to prevent mixing of dissimilar materials such as
foundations and select fill materials.
I
669-2.1 GENERAL. Fibers used in the manufacture of geotextiles, and the threads used in joining geotextiles
by sewing, shall consist of long -chain synthetic polymers, composed of at least 85% by weight polyolefins,
polyesters, or polyamids. They shall be formed into a network such that the filaments or yarns retain
dimensional stability relative to each other, including selvedges. These materials shall conform to the physical
requirements of Table 1 for the indicated application.
669-2.2 QUALITY CONTROL. The geotextile manufacturer is responsible or establishing and maintaining
a quality control program so as to assure compliance with the requirements of this specification.
669-2.3 SAMPLING AND TESTING. The product shall be subject to sampling and testing. Sampling shall
be in accordance with ASTM D 4354, and testing procedures shall be in accordance with the methods given in
Table 1.
669-2.4 CERTIFICATION. The manufacturer shall file with the purchaser a certificate stating the name of
the manufacturer, the chemical composition of the filaments or yarns, and other pertinent information so as to
fully describe the geotextile. The manufacturer shall include in the certificate a guarantee stating that the
geotextile that is furnished meets the requirements of the specification. The certificate shall be attested to by a
person having legal authority to bind the company. Either mismarking or misrepresentation by the
manufacturer shall be reason to discontinue acceptance under these specifications. Notice sent to the
manufacturer by the purchaser regarding the discontinuance of acceptance will be considered to be notice to all
wholesalers, jobbers, distributors, agents and other intermediaries handling the manufacturer's product.
669-2.5 SHIPMENT AND STORAGE. During all periods of shipment, the fabric shall be protected from
direct sunlight, ultraviolet rays, temperatures greater than 140°F, mud, dirt, dust, and debris. To the extent
possible, the fabric shall be maintained wrapped in a heavy-duty protective covering.
SUBSURFACE -SEPARATION FABRIC 61
TABLE 1 Physical Requirements' & 2
Property
Test Method
Separation 1
Medium Survivability
Grab Strength (lbs)
ASTM D 4632
180/115
Elongation (%) WOVEN /
NONWOVEN
ASTM D 4632
<50% / >50% 12
Seam Strength 4 (lbs)
ASTM D 4632
160/105
Puncture Strength (lbs)
ASTM D 4833
70/40
Burst Strength (psi)
ASTM D 3786
-
Trapezoid Tear (lbs)
ASTM D 4533
70/40
Permeability5
ASTM D 4491
K fabric>K soil
Apparent Opening Size (U.S. Std. Sieve)
Ultraviolet Degradation
(% Retained Strength)
ASTM D 4751
ASTM D 4355
Notes 7 & 7A
70 @ 150 hrs
1 Acceptance of geotextile material is to be based on ASTM D 759, Standard Practice for Determining the
Specification Conformance Geotextiles.
2 Contractor shall submit to the Engineer a letter from the supplier certifying that its geotextile meets
specification requirements.
4 Values apply to both field and manufactured seams. Recommended overlaps for soil strength (CBR)
less than 1: undefined (unsewn) & 9 inches (sewn)
1-2: 38 & 8
2-3: 30 & 3
3 and greater: 24 & undefined
5 A nominal coefficient of permeability may be determined by multiplying permittivity value by nominal
thickness. The k value of the fabric should be greater than the k value of the soil. See Special Provisions for k
value of subgrade soil.
7 Soil with 50% or less particles by weight passing US No. 200 Sieve, AOS less than 0.6 mm (greater than #30
U.S. Std. Sieve). See Special Provisions for subgrade soil gradations.
7A Soil with more than 50% particles by weight passing US No. 200 Sieve, AOS less than 0.297 mm (greater
than #50 U.S. Std. Sieve). See Special Provisions for subgrade soil gradations.
12 Values of geotextile elongation do not imply the allowable consolidation properties of the subgrade soil -they
must be determined by a separate investigation, but are intended to show that for fabrics with % elongation less
than (<) 50%, a higher strength is required.
P-669.2 SUBSURFACEi a •
a. Installation of Fabric. Prior to placing fabric, the subgrade onto which the fabric is to be
placed shall be prepared to the lines and grades indicated on the Plans and finished to a
smooth condition, free of obstructions and debris.
The fabric shall be installed by hand or machine methods as recommended by the
manufacturer. Adjacent borders of the fabric shall be overlapped to a minimum of 24 inches
or sewn. The preceding roll shall overlap the following roll in the direction the material is
being placed, by a minimum of 18 inches. Should the fabric become damaged during
shipment or construction, the torn or punctured section shall be repaired by sewing on a piece
of fabric that is large enough to cover the damaged area and also meet the 18-inch overlap
requirements. All sewing shall be done by the manufacturer's recommendations.
Upon completion of placing the fabric, placing the porous backfill material, and overlapping
the fabric edges by the specific 24-inch overlap, the fabric shall be covered by selected
material to the depth shown on the Plans or as directed by the Engineer. The fabric shall not
be left uncovered more than two weeks.
669-4.1 SUBSURFACE SEPARATION FABRIC. Fabric for subsurface separation improvements shall be
paid for by the square yard complete, in place, and accepted, unless otherwise specified in the Special
Provisions and accounted for in the Proposal. Measurement shall be the surface area of area covered. No
allowances will be given for overlaps or patches as required by these Specifications.
669-5.1 SUBGRADE SEPARATION FABRIC. Payment shall be made at the contract unit price bid per
square yard for "Subsurface Separation Fabric," which price and payment shall include all required surface
preparation; furnishing and placing of the fabric; overlaps; sewing, if necessary; repairing torn or damaged
fabric; and for all labor, equipment, and incidentals necessary for placement of the fabric in accordance with
these Specifications.
Payment will be made under:
Subsurface Separation Fabric - per square yard.
AASHTO M288-96 Standard Specification for Geotextiles
F:WII2PORTSWDMIN\TECHSPECS\P669.doc
(5/02)
SUBSURFACE SEPARATION FABRIC P-669.3
701-1.1 This item shall consist of the construction of pipe culverts and storm drains in accordance with these
specifications and in reasonably close conformity with the lines and grades shown on the plans.
U. '
701-2.1 Materials shall meet the requirements shown on the plans and specified below.
701-2.2 PIPE. The pipe shall be of the type called for on the plans or in the proposal and shall be in
accordance with the following appropriate requirements.
Metallic Coated Corrugated Steel Pipe (Type I, IR or II)
ASTM A 760
Galvanized Steel Corrugated Structural Plates
and Fasteners for Pipe, Pipe -Arches, and Arches
ASTM A 761
Polymer Precoated Corrugated Steel Pipe for Sewers and Drains
ASTM A 762
Post -Coated and Lined (Bituminous or Concrete)
Corrugated Steel Sewer and Drainage Pipe
ASTM A 849
Steel Sheet, Zinc and Aramid Fiber Composite Coated for
Corrugated Steel Sewer, Culvert, and Underdrain Pipe
A885/A885M-96
Corrugated Aluminum Alloy Culvert Pipe
ASTM B 745
Non -Reinforced Concrete Pipe
ASTM C 14
Reinforced Concrete Pipe
ASTM C 76
Reinforced Concrete D-Load Pipe
ASTM C 655
Reinforced Concrete Arch Pipe
ASTM C 506
Reinforced Concrete Elliptical Pipe
ASTM C 507
Precast Reinforced Concrete Box Sections
ASTM C 789 and C 850
Poly (Vinyl Chloride) Ribbed Drain Pipe & Fittings
ASTM F 794
Based on Controlled Inside Diameter
Poly (Vinyl Chloride) (PVC) Corrugated Sewer Pipe
ASTM F 949
With a Smooth Interior and Fittings
Bituminous -Coated Corrugated Metal Pipe and Pipe Arches
AASHTO M 190
Bituminous -Coated Corrugated Aluminum Alloy Culvert Pipe
AASHTO M 190 and M 196
Bituminous -Coated Structural Plate Pipe, Pipe Arch, and Arches
AASHTO M 167 and M 243
Aluminum Alloy Structural Plate for Pipe, Pipe Arch, and Arches
AASHTO M 219
Polyvinyl Chloride (PVC) Pipe
ASTM D 3034
Corrugated Polyethylene Drainage Tubing (all types)
AASHTO M 252
Corrugated Polyethylene Pipe 300 to 1200 mm Diameter
AASHTO M 294M
(all types)
Poly (Vinyl Chloride) (PVC) Profile Wall
AASHTO M 304
Drain Pipe and Fittings Based on
Controlled Inside Diameter
701-2.3 CONCRETE. Concrete for pipe cradles shall have a minimum compressive strength of 2000 psi
(13.8 MPa) at 28 days and conform to the requirements of ASTM C 94.
701-2.4 RUBBER GASKETS. Rubber gaskets for rigid pipe shall conform to the requirements of ASTM
C 443. Rubber gaskets for PVC pipe and polyethylene pipe shall conform to the requirements of ASTM F
477. Rubber gaskets for zinc -coated steel pipe and precoated galvanized pipe shall conform to the
requirements of ASTM D 1056, for the "RE" closed cell grades.
PIPE FOR STORM DRAINS
701-2.5 JOINT MORTAR. Pipe joint mortar shall consist of one part portland cement and two parts sand.
The portland cement shall conform to the requirements of ASTM C 150, Type I. The sand shall conform to
the requirements of ASTM C 144.
701-2.6 JOINT FILLERS. Poured filler for joints shall conform to the requirements of ASTM D 1190.
701-2.7 PLASTIC GASKETS. Plastic gaskets shall conform to the requirements of AASHTO M 198
(Type B).
701-3.1 EXCAVATION. The width of the pipe trench shall be sufficient to permit satisfactory jointing of
the pipe and thorough tamping of the bedding material under and around the pipe, but it shall not be less than
the external diameter of the pipe plus 6 inches (150 nun) on each side. The trench walls shall be
approximately vertical.
Where rock, hardpan, or other unyielding material is encountered, the Contractor shall remove it from below
the foundation grade for a depth of at least 12 inches (300 mm) or one-half inch (12 mm) for each foot of fill
over the top of the pipe (whichever is greater) but for no more than three-quarters of the nominal diameter of
the pipe. The width of the excavation shall be at least 1 foot (30 cm) greater than the horizontal outside
diameter of the pipe. The excavation below grade shall be backfilled with selected fine compressible
material, such as silty clay or loam, and lightly compacted in layers not over 6 inches (150 mm) in
uncompacted depth to form a uniform but yielding foundation.
Where a firm foundation is not encountered at the grade established, due to soft, spongy, or other unstable
soil, the unstable soil shall be removed and replaced with approved granular material for the full trench
width. The Engineer shall determine the depth of removal necessary. The granular material shall be
compacted to provide adequate support for the pipe.
The excavation for pipes that are placed in embankment fill shall not be made until the embankment has been
completed to a height above the top of the pipe as shown on the plans.
701-3.2 BEDDING. The pipe bedding shall conform to the class specified on the plans. When no bedding
class is specified or detailed on the plans, the requirements for Class C bedding shall apply.
a. Rigid Pipe. Class A bedding shall consist of a continuous concrete cradle conforming to the plan
details.
Class B bedding shall consist of a bed of granular material having a thickness of at least 6 inches (150 nun)
below the bottom of the pipe and extending up around the pipe for a depth of not less than 30 percent of the
pipe's vertical outside diameter. The layer of bedding material shall be shaped to fit the pipe for at least 10
percent of the pipe's vertical diameter and shall have recesses shaped to receive the bell of bell and spigot
pipe. The bedding material shall be sand or selected sandy soil, all of which passes a 3/8 inch (9 mm) sieve
and not more than 10 percent of which passes a No. 200 (0.075 mm) sieve.
Class C bedding shall consist of bedding the pipe in its natural foundation to a depth of not less than 10
percent of the pipe's vertical outside diameter. The bed shall be shaped to fit the pipe and shall have recesses
shaped to receive the bell of bell and spigot pipe.
b. Flexible Pipe. For flexible pipe, the bed shall be roughly shaped to fit the pipe, and a bedding
blanket of sand or fine granular material shall be provided as follows:
[P-701.2 PIPE FOR STORM DRAIMI���
Pipe Corrugation Depth
in. mm
112
12.5
1
25.0
2
50.0
2-1/2
62.5
Minimum Bedding Depth
in. mm
1
25.0
2
50.0
3
75.0
3-1/2
87.5
c. PVC and Polyethylene Pipe. For PVC and polyethylene pipe, the bedding material shall consist
of coarse sands and gravels with a maximum particle size of 3/4-inch (13 nun). For pipes installed under
paved areas, no more than 12 percent of the material shall pass the No. 200 (0.075 mm) sieve. For all other
areas, no more than 50 percent of the material shall pass the No. 200 (0.075 mm) sieve. The bedding shall
have a thickness of at least 6 inches (150 rum) below the bottom of the pipe and extend up around the pipe for
a depth of not less than 50 percent of the pipe's vertical outside diameter.
701-3.3 LAYING PIPE. The pipe laying shall begin at the lowest point of the trench and proceed upgrade.
The lower segment of the pipe shall be in contact with the bedding throughout its full length. Bell or groove
ends of rigid pipes and outside circumferential laps of flexible pipes shall be placed facing upgrade.
Paved or partially lined pipe shall be placed so that the longitudinal center line of the paved segment
coincides with the flow line.
Elliptical and elliptically reinforced pipes shall be placed with the manufacturer's top of pipe mark within five
degrees of a vertical plane through the longitudinal axis of the pipe.
701-3.4 JOINING PIPE. Joints shall be made with (1) portland cement mortar, (2) portland cement grout,
(3) rubber gaskets, (4) plastic gaskets, or (5) coupling bands.
Mortar joints shall be made with an excess of mortar to form a continuous bead around the outside of the pipe
and shall be finished smooth on the inside. Molds or runners shall be used for grouted joints in order to retain
the poured grout. Rubber ring gaskets shall be installed to form a flexible watertight seal.
a. Concrete Pipe. Concrete pipe may be either bell and spigot or tongue and groove. The method
of joining pipe sections shall be such that the ends are fully entered and the inner surfaces are reasonably
flush and even. Joints shall be thoroughly wetted before mortar or grout is applied.
b. Metal Pipe. Metal pipe shall be firmly joined by form fitting bands conforming to the
requirements of ASTM A 760 for steel pipe and AASHTO M 196 for aluminum pipe.
c. PVC and Polyethylene Pipe. Joints for PVC and Polyethyyene pipe shall conform to the
requirements of ASTM D 3212 when water tight joints are required. Joints for PVC and Polyethlyene pipe
shall conform to the requirements of AASHTO M 304 when soil tight joints are required. Fittings for
polyethylene pipe shall conform to the requirements of AASHTO M 252 or M 294M.
701-3.5 BACKFILLING. Pipes shall be inspected before any backfill is placed; any pipes found to be out
of alignment, unduly settled, or damaged shall be removed and relaid or replaced at the Contractor's expense.
Material for backfill shall be fine, readily compatible soil, granular material selected from the excavation or a
source of the Contractor's choosing, or shall meet the requirements of Item P-153 . It shall not contain frozen
lumps, stones that would be retained on a 2-inch (50.0 mm) sieve, chunks of highly plastic clay, or other
STORMPIPE FOR f CULVERTS D-701.3
objectionable material. No less than 95 percent of a granular bac1 1 material shall pass through a 1/2 inch
(12 mm) sieve, and no less than 95 percent of it shall be retained on a No. 4 (4.75 mm) sieve.
When the top of the pipe is even with or below the top of the trench, the backfill shall be compacted in layers
not exceeding 6 inches (150 mm) on both sides of the pipe and shall be brought up one foot (30 cm) above
the top of the pipe or to natural ground level, whichever is greater. Care shall be exercised to thoroughly
compact the backfill material under the haunches of the pipe. Material shall be brought up evenly on both
sides of the pipe.
When the top of the pipe is above the top of the trench, the backfill shall be compacted in layers not
exceeding 6 inches (150 mm) and shall be brought up evenly on both sides of the pipe to 1 foot (30 cm)
above the top of the pipe. The width of backfill on each side of the pipe for the portion above the top of the
trench shall be equal to twice the pipe's diameter or 12 feet (3.5 m), whichever is less.
For PVC and polyethylene pipe, the backfill shall be placed in two stages; first to the top of the pipe and then
at least 12 inches (300 mm) over the top of the pipe. The backfill material shall meet the requirements of
paragraph 701-3.2c.
All backfill shall be compacted to the density required under Item P-152.
701-4.1 The length of pipe shall be measured in linear feet (meters) of pipe in place, completed, and
approved. It shall be measured along the centerline of the pipe from end or inside face of structure to the end
or inside face of structure, whichever is applicable. The several classes, types and size shall be measured
separately. All fittings shall be included in the footage as typical pipe sections in the pipe being measured.
701-4.2 The volume of concrete for pipe cradles to be paid for shall be the number of cubic yards (cubic
meters) of concrete which is completed in place and accepted.
701-4.3 The volume of rock to be paid for shall be the number of cubic yards (cubic meters) of rock
excavated. No payment shall be made for the cushion material placed for the bed of the pipe.
701-5.1 Payment will be made at the contract unit price per linear foot (meter) for each kind of pipe of the
type and size designated; at the contract unit price per cubic yard (cubic meter) of concrete for pipe cradles;
and at the contract unit price per cubic yard (cubic meter) for rock excavation.
These prices shall fully compensate the Contractor for furnishing all materials and for all preparation,
excavation, and installation of these materials; and for all labor, equipment, tools, and incidentals necessary to
complete the item.
Payment will be made under:
Item 701-5.1 [ ] inch [ ] per linear foot (meter)
Item 701-5.2 Concrete for pipe cradles --per cubic yard (cubic meter)
Item 701-5.3 Rock excavation --per cubic yard (cubic meter)
011
J �,; r r, it ie fir. r
ASTM A 760 Corrugated Steel Pipe, Metallic -Coated for Sewers and Drains
ASTM A 761 Steel Galvanized, Corrugated Structural Plates and Fasteners for Pipe, Pipe -Arches,
and Arches
ASTM A 762 Precoated (Polymeric) Galvanized Steel Sewer and Drainage Pipe
ASTM A 849 Post -Coated and Lined (Bituminous or Concrete) Corrugated Steel Sewer and
Drainage Pipe
ASTM A 885 Steel Sheet, Zinc and Aramid Fiber Composite Coated for Corrugated Steel Sewer,
Culvert, and Underdrain Pipe
ASTM B 745 Corrugated Aluminum Alloy Culvert Pipe
ASTM C 14 Concrete Sewer, Storm Drain, and Culvert Pipe
ASTM C 76 Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe
ASTM C 94 Ready Mixed Concrete
ASTM C 144 Aggregate for Masonry Mortar
ASTM C 150 Portland Cement
ASTM C 443 Joints for Circular Concrete Sewer and Culvert Pipe, Using Rubber Gaskets
ASTM C 506 Reinforced Concrete Arch Culvert, Storm Drain, and Sewer Pipe
ASTM C 507 Reinforced Concrete Elliptical Culvert, Storm Drain and Sewer Pipe
ASTM C 655 Reinforced Concrete D-Load Culvert, Storm Drain and Sewer Pipe
ASTM C 789 Precast Reinforced Concrete Box Sections for Culverts, Storm Drains, and Sewers
ASTM C 850 Precast Reinforced Concrete Box Sections for Culverts, Storm Drains, and Sewers
with Less than 2 feet of Cover
ASTM D 1056 Flexible Cellular Materials --Sponge or Expanded Rubber
ASTM D 1190 Concrete Joint Sealer, Hot Poured Elastic Type
ASTM D 3034 Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings
ASTM D 3212 Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals
ASTM F 477 Elastomeric Seals (Gaskets) for Joining Plastic Pipe
ASTM F 794 Poly (Vinyl Chloride) Ribbed Drain Pipe & Fittings Based on Controlled Inside
Diameter
PIPE
. FOR
STORM
R ' DRAINS AND CULVERTS
D-701.5
ASTM F 949 Poly (Vinyl Chloride) (PVC) Corrugated Sewer Pipe With a Smooth Interior and
Fittings
AASHTO M 190 Bituminous -Coated Corrugated Metal Culvert Pipe and Pipe Arches
AASHTO M 196 Corrugated Aluminum Alloy Culverts and Underdrains
AASHTO M 198 Joints for Circular Concrete Sewer and Culvert Pipe Using Flexible Watertight
Gaskets
AASHTO M 219 Aluminum Alloy Structural Plate for Pipe, Pipe -Arches, and Arches
AASHTO M 243 Field Applied Coating of Corrugated Metal Structural Plate for Pipe, Pipe -Arches,
and Arches
AASHTO M 252 Corrugated Polyethylene Drainage Tubing
AASHTO M 294M Corrugated Polyethylene Pipe, 300 to 1200 mm Diameter
AASHTO M 304 Poly (Vinyl Chloride) (PVC) Profile Wall Drain Pipe and Fittings Based on
Controlled Inside Diameter
F:kAIRPORTS\FAA1Cf IANGES\D701.dbc
(05102) INCLUDING FAA CHANGE 13
,I;
751-1.1 This item shall consist of construction of manholes, catch basins, inlets, and inspection holes, in
accordance with these specifications, at the specified locations and conforming to the lines, grades, and
dimensions shown on the plans or required by the Engineer.
751-2.2 MORTAR. Mortar shall consist of one part portland cement and two parts sand. The portland
cement shall conform to the requirements of ASTM C 150, Type I. The sand shall conform to the
requirements of ASTM C 144.
751-2.3 CONCRETE. Plain and reinforced concrete used in structures, connections of pipes with
structures, and the support of structures or frames shall conform to the requirements of Item P-610.
751-2.4 PRECAST CONCRETE PIPE MANHOLE RINGS. Precast concrete pipe manhole rings shall
conform to the requirements of ASTM C 478. Unless otherwise specified, the risers and offset cone
sections shall have an inside diameter of not less than 36 inches (90 cm) nor more than 48 inches (120 cm).
751-2.5 CORRUGATED METAL. Corrugated metal shall conform to the requirements of AASHTO M
36.
751-2.6 FRAMES, COVERS, AND GRATES. The castings shall conform to one of the following
requirements:
a. Gray iron castings shall meet the requirements of ASTM A 48, Class 30B and 35B.
b. Malleable iron castings shall meet the requirements of ASTM A 47.
c. Steel castings shall meet the requirements of ASTM A 27.
d. Structural steel for grates and frames shall conform to the requirements of ASTM A 283, Grade D.
e. Ductile iron castings shall conform to the requirements of ASTM A 536.
f. Austempered ductile iron castings shall conform to the requirements of ASTM A 897.
All castings or structural steel units shall conform to the dimensions shown on the plans and shall be
designed to support the loadings, aircraft gear configuration and/or direct loading, specified.
Each frame and cover or grate unit shall be provided with fastening members to prevent it from being
dislodged by traffic but which will allow easy removal for access to the structure.
All castings shall be thoroughly cleaned. After fabrication, structural steel units shall be galvanized to meet
the requirements of ASTM A 123.
751-2.7 STEPS. The steps or ladder bars shall be gray or malleable cast iron or galvanized steel. The steps
shall be the size, length, and shape shown on the plans and those steps that are not galvanized shall be given
a coat of bituminous paint, when directed.
' i 1
751-3.1 UNCLASSIFIED EXCAVATION.
a. The Contractor shall do all excavation for structures and structure footings to the lines and
grades or elevations, shown on the plans, or as staked by the Engineer. The excavation shall be of
sufficient size to permit the placing of the full width and length of the structure or structure footings
shown. The elevations of the bottoms of footings, as shown on the plans, shall be considered as
approximately only; and the Engineer may order, in writing, changes in dimensions or elevations of
footings necessary to secure a satisfactory foundation.
b. Boulders, logs, or any other objectionable material encountered in excavation shall be
removed. All rock or other hard foundation material shall be cleaned of all loose material and cut to a
firm surface either level, stepped, or serrated, as directed by the Engineer. All seams or crevices shall be
cleaned out and grouted. All loose and disintegrated rock and thin strata shall be removed. When
concrete is to rest on a surface other than rock, special care shall be taken not to disturb the bottom of the
excavation, and excavation to final grade shall not be made until just before the concrete or reinforcing is
to be placed.
c. The Contractor shall do all bracing, sheathing, or shoring necessary to implement and protect
the excavation and the structure as required for safety or conformance to governing laws. The cost of
bracing, sheathing, or shoring shall be included in the unit price bid for the structure.
d. Unless otherwise provided, bracing, sheathing, or shoring involved in the construction of this
item shall be removed by the Contractor after the completion of the structure. Removal shall be effected
in a manner which will not disturb or mar finished masonry. The cost of removal shall be included in the
unit price bid for the structure.
e. After each excavation is completed, the Contractor shall notify the Engineer to that effect; and
concrete or reinforcing steel shall be placed after the Engineer has approved the depth of the excavation
and the character of the foundation material.
a. Foundations. A prepared foundation shall be placed for all brick structures after the
foundation excavation is completed and accepted. Unless otherwise specified, the base shall consist of
reinforced concrete mixed, prepared, and placed in accordance with the requirements of Item P-610.
b. Laying Brick. All brick shall be clean and thoroughly wet before laying so that they will not
absorb any appreciable amount of additional water at the time they are laid. All brick shall be laid in
freshly made mortar. Mortar that is not used within 45 minutes after water has been added shall be
discarded. Retempering of mortar shall not be permitted. An ample layer of mortar shall be spread on
the beds and a shallow furrow shall be made in it which can be readily closed by the laying of the brick.
All bed and head joints shall be filled solid with mortar. End joints of stretchers and side or cross joints
of headers shall be fully buttered with mortar and a shoved joint made to squeeze out mortar at the top of
the joint. Any bricks that may be loosened after the mortar has taken its set, shall be removed, cleaned,
and relaid with fresh mortar. No broken or chipped brick shall be used in the face, and no spalls or bats
shall be used except where necessary to shape around irregular openings or edges; in which case, full
bricks shall be placed at ends or corners where possible, and the bats shall be used in the interior of the
course. In making closures, no piece of brick shorter than the width of a whole brick shall be used; and
wherever practicable, whole brick shall be used and laid as headers.
c. Joints. All joints shall be slushed with mortar at every course, but slushing alone will not be
considered adequate for making an acceptable joint. Exterior faces shall be laid up in advance of
backing. Exterior faces shall be back plastered or pargeted with a coat of mortar not less than 3/8-inch (9
mm) thick before the backing is laid up. Prior to pargeting, all joints on the back of face courses shall be
cut flush. Unless otherwise noted, joints shall be not less than 1/4-inch (6 mm) nor more than 1/2-inch
(12 mm) wide and whatever width is adopted shall be maintained uniform throughout the work.
d. Pointing. Face joints shall be neatly struck, using the weather joint. All joints shall be
finished properly as the laying of the brick progresses. When nails or line pins are used the holes shall be
immediately plugged with mortar and pointed when the nail or pin is removed.
e. Cleaning. Upon completion of the work all exterior surfaces shall be thoroughly cleaned by
scrubbing and washing down with water and, if necessary to produce satisfactory results, cleaning shall
be done with a 5% solution of muriatic acid which shall then be rinsed off with liberal quantities of clean
fresh water.
L Curing and Cold Weather Protection. In hot or dry weather, or when directed by the
Engineer, the brick masonry shall be protected and kept moist for at least 48 hours after laying the brick.
Brick masonry
751-3.3 CONCRETE STRUCTURES. Concrete structures shall be built on prepared foundations,
conforming to the dimensions and form indicated on the plans. The construction shall conform to the
requirements specified in Item P-610. Any reinforcement required shall be placed as indicated on the
plans and shall be approved by the Engineer before the concrete is poured.
All invert channels shall be constructed and shaped accurately so as to be smooth, uniform, and cause
minimum resistance to flowing water. The interior bottom shall be sloped downward toward the outlet.
751-3.4 PRECAST CONCRETE PIPE STRUCTURES. Precast concrete pipe structures shall be
constructed on prepared or previously placed slab foundations and shall conform to the dimensions and
locations shown on the plans. All precast concrete pipe sections necessary to build a completed structure
shall be furnished. The different sections shall fit together readily, and all jointing and connections shall
be cemented with mortar. The top of the upper precast concrete pipe member shall be suitably formed
and dimensioned to receive the metal frame and cover or grate, or other cap, as required. Provision shall
be made for any connections for lateral pipe, including drops and leads that may be installed in the
structure. The flow lines shall be smooth, uniform, and cause minimum resistance to flow. The metal
steps which are embedded or built into the side walls shall be aligned and placed at vertical intervals of
12 inches (300 mm). When a metal ladder replaces the steps, it shall be securely fastened into position.
751-3.5 CORRUGATED METAL STRUCTURES. Corrugated metal structures shall be constructed
on prepared foundations, conforming to the dimensions and locations as shown on the plans. The
structures shall be prefabricated. standard or special fittings shall be furnished to provide pipe
connections or branches of correct dimensions. The connections or branches shall be of sufficient length
to accommodate connecting bands. The fittings shall be welded in place to the metal structures. When
indicated, the structures shall be placed on a reinforced concrete base. The top of the metal structure
shall be designed so that either a concrete slab or metal collar may be attached to which can be fastened a
standard metal frame and grate or cover. Steps or ladders shall be furnished as shown on the plans.
751-3.6 INLET AND OUTLET PIPES. Inlet and outlet pipes shall extend through the walls of the
structures for a sufficient distance beyond the outside surface to allow for connections but shall be cut off
flush with the wall on the inside surface, unless otherwise directed. For concrete or brick structures, the
mortar shall be placed around these pipes so as to form a tight, neat connection.
751-3.7 PLACEMENT AND TREATMENT OF CASTINGS, FRAMES, AND FITTINGS. All
castings, frames, and fittings shall be placed in the positions indicated on the plans or as directed by the
Engineer, and shall be set true to line and to correct elevation. If frames or fittings are to be set in
concrete or cement mortar, all anchors or bolts shall be in place and position before the concrete or
mortar is placed. The unit shall not be disturbed until the mortar orconcrete has set.
When frames or fittings are to be placed upon previously constructed masonry, the bearing surface or
masonry shall be brought true to line and grade and shall present an even bearing surface in order that the
entire face or back of the unit will come in contact with the masonry. The unit shall be set in mortar beds
and anchored to the masonry as indicated on the plans or as directed and approved by the Engineer. All
units shall set firm and secure.
After the frames or fittings have been set in final position and the concrete or mortar has been allowed to
harden for 7 days, then the grates or covers shall be placed and fastened down.
751-3.8 INSTALLATION OF STEPS. The steps shall be installed as indicated on the plans or as
directed by the Engineer. When the steps are to be set in concrete, they shall be placed and secured in
position before the concrete is poured. When the steps are installed in brick masonry, they shall be
placed as the masonry is being built. The steps shall not be disturbed or used until the concrete or mortar
has hardened for at least 7 days. After this period has elapsed, the steps shall be cleaned and painted,
unless they have been galvanized.
When steps are required with precast concrete pipe structures, they shall be cast into the sides of the pipe
at the time the pipe sections are manufactured or set in place after the structure is erected by drilling
holes in the concrete and cementing the steps in place.
When steps are required with corrugated metal structures, they shall be welded into aligned position at a
vertical spacing of 12 inches (300 mm).
In lieu of steps, prefabricated ladders may be installed. In the case of brick or concrete structures, the
ladder shall be held in place by grouting the supports in drilled holes. In the case of metal structures, the
ladder shall be secured by welding the top support and grouting the bottom support into drilled holes in
the foundation or as directed.
751-3.9 BACFILLING.
a. After a structure has been completed, the area around it shall be filled with approved material,
in horizontal layers not to exceed 8 inches (200 mm) in loose depth, and compacted to the density
required in Item P-152. Each layer shall be deposited all around the structure to approximately the same
elevation. The top of the fill shall meet the elevation shown on the plans or as directed by the Engineer.
b. Backfilling shall not be placed against any structure until permission is given by the Engineer.
In the case of concrete, such permission shall not be given until the concrete has been in place 7 days, or
until tests made by the laboratory under supervision of the Engineer establish that the concrete has
attained sufficient strength to provide a factor of safety against damage or strain in withstanding any
pressure created by the backfill or the methods used in placing it.
c. Backfill shall not be measured for direct payment. Performance of this work shall be
considered as a subsidiary obligation of the Contractor covered under the contract unit price for the
structure involved.
751-3.10 CLEANING AND RESTORATION OF SITE. After the backfill is completed, the
Contractor shall dispose of all surplus material, dirt, and rubbish from the site. Surplus dirt may be
deposited in embankments, shoulders, or as ordered by the Engineer. The Contractor shall restore all
disturbed areas to their original condition.
After all work is completed, the Contractor shall remove all tools and equipment, leaving the entire site
free, clear, and in good condition.
751-4.1 Manholes, catch basins, inlets, and inspection holes shall be measured by the unit.
751-5.1 The accepted quantities of manholes, catch basins, inlets, and inspection holes will be paid for at
the contract unit price per each, complete and in place. This price shall be full compensation for
furnishing all materials and for all preparation, excavation, backfilling and placing of the materials;
furnishing and installation of such specials and connections to pipes and other structures as may be
required to complete the item as shown on the plans; and for all labor equipment, tools and incidentals
necessary to complete the structure.
Payment will be made under:
Item D-751-5.1 Manholes --per each
Item D-751-5.2 Catch Basins --per each
Item D-751-5.3 Inlets --per each
Item D-751-5.4 Inspection Holes --per each
R , •
ki WWI"
ASTM A 27 Mild to Medium -Strength Carbon -Steel Castings for General Application
ASTM A 47 Malleable Iron Castings
ASTM A 48 Gray Iron Castings
ASTM A 123 Zinc (Hot -Galvanized) Coatings on Products Fabricated from Rolled, Pressed,
and Forged Steel Shapes, Plates, Bars and Strip
ASTM A 283 Low and Intermediate Tensile Strength Carbon Steel Plates, Shapes, and Bars
ASTM A 536 Ductile Iron Castings
ASTM A 897. Austempered Ductile Iron Castings
ASTM C 32 Sewer and Manhole Brick
ASTM C 144 Aggregate for Masonry Mortar
ASTM C 150 Portland Cement
AASHTO M 36 Zinc Coated (Galvanized) Corrugated Iron or Steel Culverts and Underdrains
I rki��' /�iI1 �� 8IM&M
F:\AWORTS�ADMIN\TECHSPECS\D751.DOC
(5/02) INCLUDING FAA CHANGE 11
D D INSPECTION
755-1.1 GENERAL. This item shall consist of tie -down anchors, in accordance with these Specifications,
at the specified locations and conforming to the lines, grades, and dimensions shown on the Plans or
required by the Engineer.
755-2.1 CONCRETE. Concrete used shall conform to the requirements of Section P-610 of these
Specifications.
755-2.2 ANCHORS. Anchors shall be of the materials and design as shown on the Plans.
CONSTRUCTION
755-3.1 INSTALLATION. The Contractor shall do all excavation and installation of anchors before the
final surfacing is completed.
755-4.1 METHOD OF MEASUREMENT & BASIS OF PAYMENT. Measurement and payment shall
be per each tie -down anchor completely installed and ready for use. The price shall be full compensation
for furnishing all materials and for all preparation, excavation, backfilling and placing of the materials;
structural portland cement concrete; and for all labor, equipment, tools and incidentals necessary to
complete the structure.
Payment will be made under:
Item D-755-4.1 Tie -down Anchors - per each.
END OF ITEM D-755
F:IAIRPORTS W DMINITECHSPECS\D755.doc
(5/02)
TIE -DOWN ANCHOR D-755.1
ITEM F-162 CHAIN -LINK FENCES
DESCRIPTION
1624.1 This item shall consist of furnishing and erecting a chain -link fence in accordance with these
specifications and the details shown on the plans and in conformity with the lines and grades shown on
the plans or established by the Engineer.
U: w" r__•
162-2.0 GENERAL. The fence shall be the product of a manufacturer who has demonstrated by actual
installations of a similar nature that its product is of the type required. The Contractor shall include all
supplementary parts necessary or required for a complete and satisfactory installation within the true
meaning and intent of the drawings. All runs of the fence shall present the same general appearance and
the product of one manufacturer only will be accepted, except for items which do not influence the
appearance of the completed fence. No used, rerolled, or open -seam steel shall be permitted in posts, gate
frames, rails, or braces.
162-2.1 FABRIC. The fabric shall be woven with a 9-gauge galvanized steel wire in a 2-inch (50 mm)
mesh and shall meet the requirements of ASTM A 392, Class 2.
162-2.2 BARBED WIRE. Barbed wire shall be 2-strand, 12-1/2 gauge zinc -coated wire with 4-point
barbs and shall conform to the requirements of ASTM 121, CLASS 3, Chain Link Fence Grade.
162-2.3 POSTS, RAILS AND BRACES. Line posts, rails, and braces shall conform to the requirements
of ASTM F-1043 or ASTM F 1083 as follows:
Galvanized tubular steel pipe shall conform to the requirements of Group 1A, (Schedule 40) coatings
conforming to Type A, or Group IC (High Strength Pipe), External coating Type B, and internal coating
Type B or D.
Aluminum Pipe shall conform to the requirements of Group IB.
Posts, rails, and braces, with the exception of galvanized steel conforming to F 1043 or ASTM F 1083,
Group IA, Type A, or aluminum alloy, shall demonstrate the ability to withstand testing in salt spray in
accordance with ASTM B 117 as follows:
Exterior: 1,000 hours with a maximum of 5 percent red rust.
Interior: 650 hours with a maximum of 5 percent red rust.
The dimensions of the posts, rails, and braces shall be in accordance with Tables I through VI of Fed.
Spec. RR-F-191/3.
162-2.4 GATES. Gate frames shall consist of galvanized tubular steel pipe or aluminum alloy pipe and
conform to the specifications for the same material under paragraph 162-2.3. The fabric shall be of the
same type material as used in the fence. Personnel/Pedestrian Gates shall be equipped with a four digit
code locking (cipher) assembly integrally built into the gate frame. This assembly shall be weather-proof
and specifically for outdoor use.
162-2.5 WIRE TIES AND TENSION WIRES. Wire fabric ties, wire ties, and tension wire for use in
conjunction with a given type of fabric shall be of the same material identified with the fabric type. The
tension wire shall be 7-gauge marcelled steel wire with the same coating as the fabric type and shall
CHAIN LINK FENCES F-162.1
conform to ASTM A 824.
All material shall conform to Fed. Spec. RR-F-191/4D.
162-2.6 MISCELLANEOUS FITTINGS AND HARDWARE. Miscellaneous steel fittings and
hardware for use with zinc coated or aluminum coated steel fabric shall be of commercial grade steel or
better quality, wrought or cast as appropriate to the article, and sufficient in strength to provide a balanced
design when used in conjunction with fabric posts, and wires of the quality specified herein. All steel
fittings and hardware shall be protected with a zinc coating applied in conformance with ASTM A 153.
Miscellaneous aluminum fittings for use with aluminum alloy fabric shall be wrought or cast aluminum
alloy. Barbed wire support arms shall withstand a load of 250 pounds (113 kg) applied vertically to the
outermost end of the arm.
162-2.7 CONCRETE. Concrete shall be of a commercial grade with a minimum 28-day compressive
strength of 2500 psi (13 700 kPa).
162-2.8 MARKING. Each roll of fabric shall carry a tag showing the kind of base metal (steel,
aluminum, or aluminum alloy number), kind of coating, the gage of the wire, the length of fencing in the
roll, and the name of the manufacturer. Posts, wire, and other fittings shall be identified as to
manufacturer, kind of base metal (steel, aluminum, or aluminum alloy number), and kind of coating.
162-3.1 CLEARING FENCE LINE. All trees, brush, stumps, logs, and other debris which would
interfere with the proper construction of the fence in the required location shall be removed a minimum
width of 2 feet (60 mm) on each side of the fence centerline before starting fencing operations. The
material removed and disposed of shall not constitute a pay item and shall be considered incidental to
fence construction.
162-3.2 INSTALLING POSTS. All posts shall be set in concrete at the required dimension and depth
and at the spacing shown on the plans.
The concrete shall be thoroughly compacted around the posts by tamping or vibrating and shall have a
smooth finish slightly higher than the ground and sloped to drain away from the posts. All posts shall be
set plumb and to the required grade and alignment. No materials shall be installed on the posts, nor shall
the posts be disturbed in any manner within 7 days after the individual post footing is completed.
Should rock be encountered at a depth less than the planned footing depth, a hole 2 inches (50 mm) larger
than the greatest dimension of the posts shall be drilled to a depth of 12 inches (300 mm). After the posts
are set, the remainder of the drilled hole shall be filled with grout, composed of one part Portland cement
and two parts mortar sand. Any remaining space above the rock shall be filled with concrete in the
manner described above. In lieu of drilling, the rock may be excavated to the required footing depth. No
extra compensation shall be made for rock excavation.
162-3.3 INSTALLING TOP RAILS. The top rail shall be continuous and shall pass through the post
tops. The coupling used to join the top rail lengths shall allow for expansion.
162-3.4 INSTALLING BRACES. Horizontal brace rails, with diagonal truss rods and turnbuckles, shall
be installed at all terminal posts.
162-3.5 INSTALLING FABRIC. The wire fabric shall be firmly attached to the posts and braced in the
manner shown on the plans. All wire shall be stretched taut and shall be installed to the required
F-162.2 CHAIN LINK FENCES
elevations. The fence shall generally follow the contour of the ground, with the bottom of the fence fabric
no less than 1 inch (25 mm) or more than 4 inches (100 mm) from the ground surface. Grading shall be
performed where necessary to provide a neat appearance.
At locations of small natural swales or drainage ditches and where it is not practical to have the fence
conform to the general contour of the ground surface, longer posts may be used and multiple strands of
barbed wire stretched thereon to span the opening below the fence. The vertical clearance between strands
of barbed wire shall be 6 inches (150 mm) or less.
162-3.6 ELECTRICAL GROUNDS. Electrical grounds shall be constructed at 500-foot (150 m)
intervals and where a power line passes over the fence. When a crossing is encountered, a ground shall be
installed directly below the point of crossing. The ground shall be accomplished with a copper clad rod 8
feet (240 cm) long and a minimum of 5/8 inch (15 mm) in diameter driven vertically until the top is 6
inches (150 mm) below the ground surface. A No. 6 solid copper conductor shall be clamped to the rod
and to the fence in such a manner that each element of the fence is grounded. Installation of ground rods
shall not constitute a pay item and shall be considered incidental to fence construction.
162-4.1 Chain -link fence will be measured for payment by the linear foot (meter). Measurement will be
along the top of the fence from center to center of end posts, excluding the length occupied by gate
openings. Gates will be measured as complete units.
162-5.1 Payment will be made at the unit cost bid per lineal foot of chain link fence, including all panels,
installed and accepted. The payment shall be full compensation to the Contractor for furnishing all
materials, and for all preparation, clearing, excavation, concrete, and installation of these materials; and
for all labor, equipment, tools and incidentals necessary to complete the item.
Payment will be made under:
Item F-162-5.1 Chain Link Fence —per linear foot (LF)
Item F-162-5.2 Driveway Gates — per each
Item F-162.53 Walkway Gates —per each
I►t : � : �i/��C�lili��►�1��iK
ASTM A 121
Zinc -Coated (Galvanized) Steel Barbed Wire
ASTM A 123
Zinc (Hot Galvanized) Coatings on Products Fabricated from Rolled, Pressed,
and Forged Steel Shapes, Plates, Bars, and Strip
ASTM A 153
Zinc Coating (Hot -Dip) on Iron and Steel Hardware
ASTM A 392
Zinc -Coated Steel Chain -Link Fence Fabric
ASTM A 446 Specification for Steel Sheet, Zinc -Coated (Galvanized) by the Hot -Dip Process,
Structural (Physical) Quality
CHAIN LINK FENCES F-162.3
ASTM A 491 Aluminum -Coated Steel Chain -Link Fence Fabric
ASTM A 569 Steel, Carbon (0.15 Max., Percent) Hot Rolled Sheet and Strip Commercial
Quality
ASTM A 570 Hot -Rolled Carbon Steel Sheet and Strip Structural Quality
ASTM A 572 High -Strength Low -Alloy Columbium -Vanadium Steels of Structural Quality
ASTM A 585 Aluminum -Coated Steel Barbed Wire
ASTM A 824 Metallic -Coated Steel Marcelled Tension Wire for Use With Chain Link Fence
ASTM B 117 Standard Test Method of Salt Spray (Fog) Testing
ASTM B 221 Aluminum -Alloy Extruded Bars, Rods, Wire Shapes and Tubes
ASTM F 668 Poly(vinyl Chloride)(PVC)-Coated Steel Chain Link Fence
ASTM F 1043 Strength and Protective Coatings on Metal Industrial Chain Link Fence
Framework
ASTM F 1083 Pipe, Steel, Hot -Dipped Zinc -coated (galvanized) Welded, for Fence Structures
ASTM F 1183 Aluminum Alloy Chain Link Fence Fabric
ASTM F 1234 Protective Coatings on Steel Framework for Fences
ASTM G 23 Operating Light Exposure Apparatus (Carbon -Arc Type) With and Without
Water for Exposure of Nonmetallic Materials
ASTM G 26 Operating Light Exposure Apparatus (Xenon -Arc Type) With and Without Water
for Exposure of Nonmetallic Materials
ASTM G 53 Operating Light- and Water -Exposure Apparatus (Fluorescent UV -Condensation
Type) for Exposure of Nonmetallic Materials
Fed. Spec. Fencing, Wire and Post, Metal (Chain -Link Fence Posts, Top Rails and Braces)
RR-F-191/3
Fed. Spec. Fencing, Wire and Post, Metal (Chain -Link Fence Accessories)
RR-F-191/4
END ITEM F-162
File: F:WA R RTSUORDAN\SPECS\TECH\F162.doc
(12/04) including FAA Change 14
F-162.4 CHAIN LINK FENCES
164-1.1 This section is limited to chain link cantilever slide gates with enclosed aluminum track and hardware. Gates are
designed for standard speed operators.
164-1.2 RELATED SECTIONS. Coordinate with other project specifications for requirements and details for setting
post sleeves and gate hardware.
164-1.3 SUBMITTALS
a. Shop drawings: Layout of fences and gates with dimensions, details, and finishes of components, accessories,
and post foundations.
b. Product Data: Manufacturer's catalog cuts indicating material compliance and specified options.
164-1.4 SPECIAL WARRANTY
a. Provide manufacturer's standard limited warranty covering cantilever slide gate and truck assembly against
failure resulting from normal use for period of 5 years from date of project acceptance. Failure is defined as any
defect in manufacturing that prevents the gate from operating in a normal manner.
MATERIALS
164-2.1 MANUFACTURER. The Chain Link Cantilever Slide Gate shall be manufactured by a company which has
experience in fencing and fence products. A reference list of past projects shall be made available upon request. Failure
to provide a list or lack of experience on similar projects shall be sufficient reason to reject the manufacturer.
a. Gate frames: Fabricated chain link cantilever slide gates in accordance with ASTM F1184, Class 2, using 2
inch (50 mm) square aluminum members, ASTM 13221, alloy and temper 6063-T66, weighing 0.94
lb/ft(1.39kg/m). Weld members together forming rigid one-piece frame integral with top track. Provide 2 truck
assemblies for each gate leaf, except as indicated for gates larger than 30 feet (9144 mm). Gates over 27 feet
(8230 mm) in single opening shall be shipped in 2 parts and field spliced with special attachments provided by
the manufacturer.
b. Internal uprights: 2 inch (50 mm) X 2 inch (50 mm) aluminum members welded in gate frames, at
approximately 8 feet (2400 mm) on center, subdividing frame into panels.
Gate leaf sizes Cantilever Support (overhang)
6 feet (1830 mm) to 10 feet (3040 mm) 6'--6" (1980 mm)
11 feet (3350 mm) to 14 feet (4270 mm) 7"-6" (2290 mm)
15 feet (4570 mm) to 22 feet (6710 mm) 10 =0" (3040 mm)
C. Chain Tank fence fabric: Galvanized steel wire ASTM A392, Class II, mesh, and gauge to match fence. Install
fabric with hook bolts and tension bars at all 4 sides. Attach to gate frame at not more than 15 inches (380 mm)
on center.
d. Bracing: Provide diagonal adjustable length truss rods, of 3/8 inch (9.5 mm) galvanized steel, in each panel of
gate frames.
CHAIN LINT£ CANTILEVER SLIDE GATE F-164.1
e. Top track/rail: Enclosed, combination one-piece track and rail, aluminum extrusion with weight of 3.72lb/ft
(5.54 kg/m). Track to withstand reaction load of 2,000 lb (907 kg).
f. Truck assembly: Swivel type, zinc die cast, with 4 sealed lubricant ball bearing roller, 2 inches (50 mm) in
diameter by 9/16 inch (14 mm) in width, and 2 side rolling wheels to ensure truck alignment in track. Mount
trucks on post brackets using 7/8 inch (22 mm) diameter ball bolts with 1/2 inch (13 mm) shank. Design truck
assembly to withstand same reaction load as track.
g. Gate hangers, latches, brackets, guide assemblies, and stops: Malleable iron or steel, galvanized after
fabrication. Provide positive latch with provisions for padlocking.
h. Bottom guide wheel assemblies: Each assembly shall consist of two 4 inch (100 mm) diameter rubber wheels,
straddling bottom horizontal gate rail, allowing adjustment to maintain gate frame plumb and in proper
alignment. Attach one assembly to each guide post.
i. Gates posts: Galvanized steel 4 inch (101.6 mm) OD schedule 40 pipe, weighing 9.1 lb/ft (13.6 kg/m).
Provide 1 latch post and 2 support posts for single slide gates.
j. Finish: To match fence.
a. Motor: Motor shall be a minimum of 1 horsepower, 230 volt, 3 phase, high torque, heavy duty reversible
motor, separate from the reduction mechanism for easy maintenance.
Three phase motor shall be protected externally against overload and under voltage in both the start windings
and run windings with a manual reset overload.
b. Speed Reduction: Single 5 L-cogged belt, chain and sprocket motor speed reduction. All years, sprockets,
pulleys and chains are to be heavy duty with double drive reduction.
C. Bearings: All bearings shall be permanently lubricated. Pillow block bearings on the output shaft, heavy duty
ball bearings on the intermediate shaft. All other bearings to be bronze iron composition.
d. Clutch: Heavy duty, multiple disc, adjustable friction clutch shall be provided, and designed for mechanical
overload protection to slip if gate meets a vehicular obstruction.
e. Control Circuitry: Shall be open override design to provide complete control of the gate (from external
controls) while closing. Control circuit shall be prewired to accept all standard controls.
L Audible Warning: Operator shall have an audible warning alarm system approved by Underwriters Laboratory
(U.L.) which provides a 3 to 5 second advance warning that the gate operator is about to begin operation, and
will continue until the gate comes to a complete stop.
g. Reversing Delay: Operator shall be designed so that reversal of the gate is delayed 1.5 seconds when signaled
from any opening or safety device so as to reduce impact. loads on reversal.
h. Maximum Run Timer: The run time of the operator shall be limited by an internal timer to a maximum of 90
seconds in any one direction to prevent excessive wear on integral components in the event the gate becomes
obstructed during the open or close cycle.
i. Starter: Starter shall meet NEMA size "0" requirements with a mechanical interlock, rated at 660 VAC 25
amps: also to include a positive action internal mechanical interlock. Control circuitry shall be completely
prewired to terminal block for ease of field installation. It shall be an open override design to provide complete
control for the gate while closing.
SLIDECHAIN LINK CANTILEVER
j. Limit Switch: A rotary driven limit actuator shall be provided to limit travel in the full pen and full close
positions. Limit position shall be accurate, readily adjustable without the adjustment. Switch contacts shall be
rated at 10 amp and 120 VAC.
k. Transformer: Transformer shall be rated at 70 VA with a minimum of 24 VAC secondary, maximum of 29
VAC. All control devices shall be wired to 24 volt class 2 circuit. Control relays shall have gold diffused
contacts rated at 10 amp at 120 VAC. Transformer shall be protected against electrical shortages on the
secondary side by a replaceable fuse.
Power Switch: A power disconnect switch shall be provided for added convenience so that power can be
disconnected at the operator without opening the electrical control box. Switch contacts rated at 1 HP, 125 to
600 VAC. Power switch shall be protected by the weather resistant operator housing.
In. Safety: Operator shall be designed so that any opening control shall override the close circuit.
n. Electrical Prints: Manufacturer shall provide 2 copies of color coded electrical schematics, including all
internal adoptions on the sequence of operation. Field connections must be easily identifiable by number or by
color.
o. Brake: A solenoid activated, disc type locking brake shall be provided, and shall be adjustable.
P. Disconnect: Operator shall have a means to disconnect from the gate, without the use of tools, so that the gate
may be operated manually in case of power failure. The disconnect shall be protected by the operator cover.
q. Drive Chain: Minimum of #50 nickel plated drive chain required.
r. Housing: Housing shall be 16 gauge, painted, galvanized steel, to completely protect the operating mechanism.
The housing shall be weather resistant and have provisions for padlocking.
S. Gate Speed: Gate travel speed shall be approximately 60 feet per minute.
t. Timer to Close: Unit shall be provided with an internal timer to close the gate after a preset period of time.
Adjustments to the time cycle shall be easily made, and the range shall be from 3 to 98 seconds. The design for
the circuitry shall be such that any open or safety device shall prevent the timer from closing the gate.
U. Vehicle Detector: Unit shall be provided with a vehicle detector system prewired to the circuitry. When
connected to the loop wires installed in the roadway surface, one detector shall "sense" the presence of a vehicle
and stop the timer from closing the gate. Should the gate be closing when a vehicle is sensed, the gate is to stop
and reverse back to the open position. A vehicle inside the gate shall automatically open the gate for exit, and
this detector will also perform as a safety.
V. Interface: Unit shall be prewired with an electrical interface to provide a 115 volt control circuitry between the
gate operator and the push-button control station, thus allowing the station to be 1,000 feet from the unit.
W. Gate Receiver Guide: The operator shall be provided with a gate receiver guide to insure that the gate is
guided into a receiving pocket when fully closed. The opening of the receiver guide is to be 5" and it shall have
provisions for mounting to a 4" post.
X. UL: Operator shall be Underwriters Laboratory approved.
y. Installation: Operator shall be pad mounted on a concrete pad 19" wide by 36" long, with a minimum depth of
36" or below the local frost line as required by local code. Post mounting is not acceptable. Operator must be
level and parallel to the gate and positioned according to the manufacturers installation instructions. Gate shall
be adjusted to run smoothly prior to the connection of the gate operator.
Z. UL/CSA: Operator shall be UL/CSA listed.
CHAIN LINK CANTILEVER D. 6'
aa. Technical Assistance: Manufacturer shall provide a toll -free number for technical assistance during normal
business hours. A recommended spare parts listing and the name of a local area stocking distributor will be
provided to the end user.
164-2.4 ENTRANCE DEVICE
a. Card Reader Entry Device: The gate operator shall be activated by use of a "proximity" card controller/reader
mounted on a goose neck stand. The reader shall be a Parking Products Inc. Smart Reader Model 4156 or
approved equal. The system shall consist of a stand alone card reader / memory unit capable of recognizing
individually coded plastic cards. Each card, by its code number shall be granted access or denied access as
determined by the car reader / memory units programming. Validating or invalidating of individual cards shall
be accomplished by the use of a built in 12 key keypad. A 40 character LCD display shall provide information
on the unit status and aid in programming. Single read -head units shall be capable of barring the use of a card
for a preset amount of time after it is used initially.
b. Access Cards: The system shall include 100 access cards, constructed of laminated vinyl with no visible coding,
holes, raised lettering or magnetic stripes. It shall be impossible to change or erase the information contained in
the card by exposing the card to an electro-magnetic field of any kind, or physically alter the code without
destroying the card. The card shall be standard credit card size and shall include information to be provided by
the Owner.
164-3.1 EXAMINATION
a. Verify areas to receive fencing are completed to final grades and elevations.
b. Ensure property lines and legal boundaries of work are clearly established.
164-3.2 CHAIN LINK GATE FRAMING INSTALLATION
a. Install gate posts in accordance with manufacturers instruction.
b. Concrete set gate posts: Drill holes in firm, undisturbed or compacted soil. Holes shall have diameter 4 times
greater than outside dimension of post, and depths approximately 6 inches deeper than post bottom. Excavate
deeper as required for adequate support in soft and loose soils, and for posts with heavy lateral loads. Set post
bottom 36 inches (914 mm) below surface when in firm, undisturbed soil. Place concrete around posts in a
continuous pour, tamp for consolidation. Trowel finish around post and slope to direct water away from posts.
Check each post for vertical and top alignment, and maintain in position during placement and finishing
operations.
164-3.3 GATE INSTALLATION
a. Install gates plumb, level, and secure for full opening without interference.
b. Attach hardware by means which will prevent unauthorized removal.
C. Adjust hardware for smooth operation.
164-3.4 CLEANING
a. Clean up debris and unused material, and remove from the site.
SLIDECHAIN LINK CANTILEVER +`
164-4.1 Chain Link Cantilever Slide Gate will be measured by the complete and accepted unit, installed and ready for
operation.
164-5.1 Payment for Chain Link Cantilever Slide Gate will be made at the contract unit price per each unit. Payment The
price shall be full compensation for furnishing all materials, and for all preparation, electrical supply and connection,
pavement patching, erection, and installation of these materials, and for all labor equipment, tools, and incidentals
necessary to complete the item.
Payment will be made under:
Item F-164-5.1 Chain Link Cantilever Slide Gates --per each
File: F164
(05105)
CHAIN LINK CANTILEVER SLIDE GATE F-164.5
110-1.1 GENERAL. This item shall consist of underground electrical ducts installed in accordance with this
Specification at the locations and in accordance with the dimensions, designs, and details shown in the Plans.
This item shall include the installation of all underground electrical ducts or underground conduits. It shall also
include all trenching, backfilling, manholes, concrete encasement, mandreling installation of steel drag wires
and duct markers, capping, and the testing of the installation as a completed duct system ready for installation
of cables, to the satisfaction of the Engineer.
•
110-2.1 GENERAL. All equipment and materials covered by referenced specifications shall be subject to
acceptance through manufacturer's certification of compliance with the applicable specifications when so
requested by the Engineer.
110-2.2 STEEL CONDUIT. Rigid steel conduit and fittings shall conform to the requirements of
Underwriters Laboratory Standard 6, 514, and 1242.
110-2.3 CONCRETE. Concrete shall conform to Item P-610, "Structural Portland Cement Concrete", using
1-inch maximum size coarse aggregate.
110-2.4 PLASTIC CONDUIT. Plastic conduit and fittings shall conform to the requirements of Fed. Spec.
W-C-1094 and shall be one of the following, as specified in the Proposal:
(a) Type I - Suitable for underground use either directly in the earth or encased in concrete.
(b) Type 11- Suitable for either above ground or underground use.
110-3.1 GENERAL. The Contractor shall install underground ducts at the approximate locations indicated in
the airport layout plans. The Engineer shall indicate specific locations as the work progresses. Ducts shall be of
the size, material, and type indicated in the Plans or Specifications. Where no size is indicated in the Plans or
Specifications, the ducts shall be not less than 3 inches inside diameter. All duct lines shall be laid so as to
grade toward handholes, manholes and duct ends for drainage. Grades shall be at least 3 inches per 100 feet.
On runs where it is not practicable to maintain the grade all one way, the duct lines shall be graded from the
center in both directions toward manholes, handholes, or duct ends. Pockets or traps where moisture may
accumulate shall be avoided.
The Contractor shall mandrel each duct. An iron -shot mandrel, not more than 1/4-inch smaller than the bore of
the duct shall be pushed through each duct by means of jointed conduit rods. The mandrel shall have a leather
or rubber gasket slightly larger than the duct hole.
All ducts installed shall be provided with a No. 10 gauge galvanized iron or steel drag wire for pulling the
permanent wiring. Sufficient length shall be left in manholes or handholes to bend the drag wire back to
prevent it from slipping back into the duct. Where spare ducts are installed, as indicated on the Plans, the open
ends shall be plugged with removable tapered plugs, designed by the duct manufacturers, or with hardwood
plugs conforming accurately to the shape of the duct and having the larger end of the plug at least 1/4-inch
greater in diameter than the duct.
All ducts shall be securely fastened in place during construction and progress of the work and shall be plugged
to prevent seepage of grout, water, or dirt. Any duct section having a defective joint shall not be installed.
All ducts, except steel conduit, installed under runways, taxiways, aprons, and other paved areas shall be
encased in a concrete envelope.
Trenches for ducts may be excavated manually or with mechanical trenching equipment. Walls of trenches
shall be essentially vertical so that a minimum of shoulder surface is disturbed. Blades of road patrols or
graders shall not be used to excavate the trench. The Contractor shall ascertain the type of soil or rock to be
excavated before bidding. All excavation shall be unclassified.
110-3.2 DUCTS ENCASED IN CONCRETE. Unless otherwise shown in the Plans, concrete -encased ducts
shall be installed so the top of the concrete envelope is not less than 18 inches below the finished subgrade
where installed under runways, taxiways, aprons, or other paved areas, and not less than 24 inches below
finished grade where installed in unpaved areas. Ducts under paved areas shall extend at least 5 feet beyond the
edges of the pavement or 3 feet beyond any underdrains which may be installed alongside the paved area.
Trenches for concrete -encased ducts shall be opened the complete length before concrete is laid so that if any
obstructions are encountered, proper provisions can be made to avoid them. All ducts for concrete encasements
shall be placed on a layer of concrete not less than 3 inches thick prior to its initial set. Where two or more
ducts are encased in concrete, the Contractor shall space them not less than 1 1/2 inches apart (measured from
outside wall to outside wall) using spacers applicable to the type of duct. As the duct laying progresses,
concrete not less than 3 inches thick shall be placed around the sides and top of the duct bank. End bells or
couplings shall be installed flush with the concrete encasement where required.
When specified, the Contractor shall reinforce the bottom side and top of encasements with steel reinforcing
mesh or fabric or other approved metal reinforcement. When directed, the Contractor shall supply additional
supports where the ground is soft and boggy, where ducts cross under roadways, or where otherwise shown on
the Plans. Under such conditions, the complete duct structure shall be supported on reinforced concrete
footings, piers, or piles located at approximately 5-foot intervals.
110-3.3 DUCTS WITHOUT CONCRETE ENCASEMENT. Trenches for single -duct lines shall be not
less than 6 inches nor more than 12 inches wide, and the trench for 2 or more ducts installed at the same level
shall be proportionately wider. Trench bottoms for ducts without concrete encasement shall be made to
conform accurately to grade so as to provide uniform support for the duct along its entire length.
A layer of fine earth material, at least 4 inches thick (loose measurement) shall be placed in the bottom of the
trench as bedding for the duct. The bedding material shall consist of soft dirt, sand or other fine fill, and it shall
contain no particles that would be retained on a 1/4-inch sieve. The bedding material shall be tamped until
firm.
Unless otherwise shown in the Plans, ducts for direct burial shall be installed so that the tops of all ducts are at
least 24 inches below the finished grade.
When two or more ducts are installed in the same trench without concrete encasement, they shall be spaced not
less than 2 inches apart (measured from outside wall to outside wall) in a horizontal direction and not less than
6 inches apart in a vertical direction.
Trenches shall be opened the complete length before duct is installed so that if any obstructions are
encountered, proper provisions can be made to avoid them.
110-3.4 DUCT MARKERS. The location of the ends of all ducts shall be marked by a concrete slab marker 2
feet square and 4 inches thick extending approximately 1 inch above the surface. The markers shall be located
above the ends of all ducts or duct banks, except where ducts terminate in a handhole, manhole, or building.
The Contractor shall impress the word 'DUCT" on each marker slab. He shall also impress on the slab the
number and size of the ducts beneath the marker. The letters shall be 4 inches high and 3 inches wide with
width of stroke 1/2-inch and 1/4-inch deep or as large as the available space permits.
Aluminum duct markers shall consist of a 2" cap epoxied into the edge of paved surfaces showing where the
duct enters. A detail of the marker is shown on the Plans. A concrete marker is not required where this
aluminum marker is used.
110-3.5 BACKFILLING. After concrete -encased ducts have been properly installed and the concrete has had
time to set, the trench shall be backfilled in at least two layers with excavated material not larger than 4 inches
in diameter and thoroughly tamped and compacted to at least the density of the surrounding undisturbed soil. If
necessary to obtain the desired compaction, the backfill material shall be moistened or aerated as required.
Trenches shall not be excessively wet and shall not contain pools of water during backfilling operations.
The trench shall be completely backfilled and tamped level with the adjacent surface: except that, when sod is
to be placed over the trench, the backfilling shall be stopped at a depth equal to the thickness of the sod to be
used, with proper allowance for settlement.
Any excess excavated material shall be removed and disposed of in accordance with instructions issued by the
Engineer.
For ducts without concrete envelope, 8 inches of sand, soft earth, or other fine fill (loose measurement) shall be
placed around the ducts and carefully tamped around and over them with hand tampers. The remaining trench
may be filled with regular run of excavated material and thoroughly tamped as specified above.
110-3.6 CONDUIT FITTINGS. Expansion coupling shall be installed in conduit runs at approximately the
mid -point between the runway lights, and at approximate 200-foot intervals elsewhere, as directed by the
Engineer. If the runway light bases are furnished with slip -fitter type conduit entrances, expansion couplings
will not be installed between them. Expansion couplings are not required in duct runs less than 65' in length.
110-3.7 RESTORATION. Where sod has been removed, it shall be replaced as soon as possible after the
backfilling is completed. All areas disturbed by the trenching, storing of dirt, cable laying, pad construction and
other work shall be restored to its original condition. The restoration shall include any necessary topsoiling,
fertilizing, liming, seeding, sprigging, or mulching. All such work shall be performed in accordance with the
FAA Standard Turfing Specifications. The Contractor shall be held responsible for maintaining all disturbed
surfaces and replacements until final acceptance.
110-4.1 MEASUREMENT. The quantity of underground duct and pullboxes to be paid for under this item
shall be the number of linear feet of duct installed, measured in place, completed and accepted. Separate
measurement shall be made for the various types and sizes. Separate payment will be made for trenching where
duct is installed.
110-5.1 PAYMENT. Payment will be made at the contract unit price for each type and size of single -way or
muldway duct completed and accepted. This price shall be full compensation for furnishing all materials and
for all preparation, assembly, and installation of these materials, and for all labor, equipment, tools, and
incidentals necessary to complete this item.
Payment will be made under:
Item L-110-5.1 Single -way PVC Duct installed as direct burial across runways or taxiways in [ ]"
deep trench - per linear foot.
Item L-110-5.2 Install Pavement Type Duct Markers - per each
Fed. Spec. W-C-571 Conduit and Fittings, Nonmetal, Rigid; (PVC or Fire -Clay Cement), (For Electrical
Purposes)
Fed. Spec. W-C-1094 Conduit and Fittings; Nonmetallic, Rigid, (Plastic)
UL Standard 6 Rigid Metal Conduit
UL Standard 514 Fittings for Conduit and Outlet Boxes.
UL Standard 543 Impregnated -Fiber Electrical Conduit
UL Standard 1242 Intermediate Meal Conduit
END OF ITEM L-110
F.\A1RPORTSIADMIIQ\TECHSPECS\L.110.doc
(3/03)
ITEM L-125 INSTALLATION OF AIRPORT LIGHTING SYSTEMS
'il D i I Qel
1254.1 This item shall consist of airport lighting systems furnished and installed in accordance with this
specification, the referenced specification, and the applicable advisory circulars. The systems are installed at
the location and in accordance with the dimensions, design, and details shown in the plans. This item shall
include the furnishing of all equipment, materials, services, and incidentals necessary to place the systems in
operation as completed units to the satisfaction of the Engineer.
1010 19 UN pie I W.1 1210 v
125-2.1 GENERAL
a. Airport lighting equipment and materials covered by FAA specifications shall have the prior
approval of the Federal Aviation Administration, Airports Service, Washington, D.C. 20591,
and shall be listed in the current issue of Advisory Circular 150/5345-1, "Approved Airport
Lighting Equipment".
b. All other equipment and materials covered by other referenced specifications shall be subject
to acceptance through the manufacturer's certification of compliance with the applicable
specifications to the Engineer for approval before the equipment and materials are delivered
to the Project.
AC 150/5345-3
AC 150/5345-26
AC 150/5345-7
AC 150/5345-10
AC 150/5345-51
AC 150/5345-47
AC 150/5345-39
AC 150/5345-49
AC 150/5345-44
AC 150/5345-51
AC 150/5345-46
AC 150/5345-46
AC 150/5345-42
AC 150/5345-42
AC 150/5345-28
L-821
Airport Lighting Control Panel
L-823
Cable Connectors
L-824
Underground Electrical Cables for Lighting Circuits
L-828
Constant Current Regulators
L-849
Runway End Identification Lights
L-830
Isolation Transformers 60 and 50 Hz
L-853
Retroflective Markers
L-854
Radio Controllers
L-858
Taxiway Guidance Signs
L-859
Lights, Flashing, Omnidirectional
L-861
Runway and Taxiway Edge Medium Intensity Lights
L-862
Runway Edge High Intensity Lights
L-867
Non -load Bearing Light Base
L-868
Load Bearing Light Base
L-881
Precision Approach Path Indicator
125-2.2 TAPE. Rubber and plastic electrical tapes shall be Scotch Electrical Tape Numbers 23 and 88,
respectively, as manufactured by the Minnesota Mining and Manufacturing Company, or an approved equal.
125-2.3 CONCRETE. Concrete shall conform to Item P-610, "Structural Portland Cement Concrete". The
concrete shall have a compressive strength not less than 3,000 psi.
125-2.4 CONDUIT. Conduit shall conform to Item L-110, "Installation of Airport Underground Electrical
Duct".
125-2.5 LIGHTING CABLE. Cable shall conform to Item L-108 "Installation of Underground Cable for
Airports".
125-3.1 GENERAL. The installation and removal of lighting equipment may be critical to airport
operations, therefore, the contractor shall follow the work schedules established in the Plans and Specifications
or as directed by the Engineer. The system shall be installed in accordance with the National Electrical Code
and/or local code requirements.
Where new L-824 cable and/or new duct (direct earth buried or concrete encased) is required, that cost shall be
covered under Item L-108 or L-110 as applicable. No additional payment shall be made for excavation in
paved areas nor for restoration of the pavement for installation of lighting equipment.
Light bases installed in an existing conduit line shall be aligned vertically and horizontally just as if they were
being installed in completely new construction. The Contractor shall supply all materials necessary to attach
the new base to the existing conduit.
The lights shall be properly level and aligned to present a uniform appearance, and all filters shall be properly
positioned. All electrical and mechanical connections shall be tight and secure.
All light and sign assemblies shall have frangible (breakable) couplings properly installed.
The light fixtures consist of an optical system, map, connecting leads, and a mounting assembly. The
installed shall assemble, connect to mounting, level, and adjust the light fixture in accordance with the
manufacturer's instructions. Care should be taken that the lamp specified by the manufacturer for the particular
use of the light fixtures is installed. The light fixtures shall be leveled and aligned within one (1) degree. The
maximum height of the top of the elevated light fixture is 24 inches above the finished grade. The fixture
tolerance with respect to alignment is plus or minus 1/2 inch at right angles to the runway and plus or minus
1.0 inch parallel to the runway.
Prior to mounting the light fixture on the base or stake, and L-823 connector kit is installed on the primary
power cable ends and the appropriate L-830 isolation transformer is installed. These transformers serve as a
means for isolating the unit from the high -voltage primary of the series circuit. Wrap the connector joints in
the primary circuit with a one-half lapped layer of rubber or synthetic rubber tape and a one-half lapped layer
of plastic tape over the rubber tape, extending at least 1-1/2 inches on each side of the joints.
Plug the light disconnecting plug into the transformer secondary receptacle. Do not tape this connection.
a. Stake Mounting. Install the iron or steel stake from 1/2" above to flush with the ground. The
stake shall be within one (1) degree of vertical (approximately 3/8" over the 24-inch length of
the marker). A small hole may be drilled in the ground prior to placing the stake if alignment
presents a problem.
b. Stake Mounted Taxiway Reflector. The blue retroflective L-853 marker shall extend 24"
above the base and shall be installed in a manner as to be frangible if hit by a solid object.
Marker shall consist of a metal stake to be installed in the ground. A resilient type socket
coupling is to be inserted in the stake holder for insertion of the base of the retroflective
marker. The above grade marker assemble is to be inserted in the stake socket without the use
of locking cogs or brackets that will break or be deformed when hit by a moving vehicle or
airplane. A stake when knocked over is to be able to be reinserted in the socket with out
having been damaged when knocked out of the socket. It is to be understood that there are
INSTALLATIONi'
times when any stake may be damaged and may not be replaceable. Markers shall be suitable
for operation of snow plows and conform to Type II Style I requirements.
125-3.3 NOT USED.
a. Light Base and Transformer Housing for Elevated Light Fixtures. The gravel under the light
base shall be installed on undisturbed soil. If the soil is unsuitable, then an adequate depth
of soil shall be removed and replaced with compacted acceptable material. The cable
entrance hubs shall be oriented in the proper direction. Level the light base so that the
mounting flange surface is approximately one inch above the finished grade. With the base
properly oriented and held at the proper elevation, place approximately four inches of
concrete backfill around the outside of the base. The top of the concrete is sloped away from
the flange portion of the base so the sloped outer edges of the concrete are at surface grade.
Use light bases having a drain hole to prevent water accumulation.
b. Elevated L-858 Signs. The signs shall be internally incandescent lighted from the runway or
taxiway lighting circuit. The signs shall be of the Size and Style as shown or specified. A
concrete foundation with remote mounted L-867 base with blank cover will be installed as
shown on the plan. The base plate will not be used as part of the mounting base for the
signs. A power supply unit will be furnished as a part of the work on this unit. Style 4 signs
do not require an L-867 base as a part of the foundation.
a 1;
125-4.1 The quantity of taxiway and runway lighting equipment to be paid for under this item shall be the
number of each type installed as completed units in place, ready for operation, and accepted by the Engineer.
125-5.1 Payment will be made at the contract unit price for each completed light, sign or system installed, in
place by the Contractor and accepted by the Engineer. This price shall be full compensation for furnishing
all materials for all preparation, assembly, and installation of these materials, and for all labor, equipment,
tools and incidentals necessary to complete this item.
Payment will be made under:
Item L-125-5.1 Install Medium Intensity Runway Lights, L-861, Specified Lens, Stake or Base
Mounted, in place with Lamp and L-830 Transformer - per each.
Item L-125-5.2 Install Medium Intensity Taxiway Lights, L-8617, Blue Lens, Stake or Base
Mounted, in place with 30 Watt Lamp and L-830-1 Transformer - per each.
Item L-125-5.3 Install Retroflective Taxiway Markers, L-853, Blue, Stake Mounted, in place -
per each.
Item L-125-5.4 Install Medium Intensity Threshold Lights, L-861E 180 Degree Red/Green
Lens, Stake or Base Mounted, in place with Lamp and L-830 Transformer - per
each.
Item L-125-5.5 L-858 Internally Incandescent Lighted Taxiway Sign, in place - per each.
Item L-125-5.6 L-858 Non -Lighted Taxiway Sign, in place - per each.
Item L-125-5.7 Installation of L-881 PAPI system on runway, in place - per each installation.
MATERIALS REQUIREMENTS
Fed. Spec.W-C-1094 Conduit and Fittings; Nonmetallic, Rigid (Plastic)
Underwriters Laboratories Rigid Metal Conduit Standard 6
Underwriters Laboratories Fittings for Conduit and Outlet Standard Boxes
Underwriters Laboratories Rigid Metal Conduit Standard 1242
AC 150/5340-14 Economy Approach Lighting Aids
AC 150/5340-18 Airport Sign Systems
AC 150/5340-24 Runway and Taxiway Edge Lighting System
I010ZIIgive 01 te16
File: F:441RPORTSWDMIMTECHSPECSL125.doc
(5102)
ITEM T-901 SEEDING
DESCRIPTION
901-1.1 This item shall consist of soil preparation, seeding, and fertilizing and mulching the areas shown on the
plans or as directed by the Engineer in accordance with these specifications.
901-2.1 SEED. The species and application rates of grass, legume, and cover -crop seed furnished shall be
those stipulated herein. Seed shall conform to the requirements of Fed. Spec. JJJ-S-181.
Seed shall be furnished separately or in mixtures in standard containers with the seed name, lot number, net
weight, percentages of purity and of germination and hard seed, and percentage of maximum weed seed
content clearly marked for each kind of seed. The Contractor shall furnish the Engineer duplicate signed
copies of a statement by the vendor certifying that each lot of seed has been tested by a recognized laboratory
for seed testing within 6 months of date of delivery. This statement shall include: name and address of
laboratory, date of test, lot number for each kind of seed, and the results of tests as to name, percentages of
purity and of germination, and percentage of weed content for each kind of seed furnished, and, in case of a
mixture, the proportions of each kind of seed.
Seeds shall be applied as specified in the Special Provisions.
901-2.2 LIME. Lime, if required, shall be ground limestone containing not less than 85 % of total carbonates,
and shall be ground to such fineness that 90% will pass through a No. 20 mesh sieve and 50% will pass
through a No. 100 mesh sieve. Coarser material will be acceptable, providing the rates of application are
increased to provide not less than the minimum quantities and depth specified in the special provisions on the
basis of the two sieve requirements above. Dolomitic lime or a high magnesium lime shall contain at least 10%
of magnesium oxide. Lime shall be applied at the rate specified in the Special Provisions. All liming materials
shall conform to the requirements of ASTM C 602.
901-2.3 FERTILIZER. Fertilizer shall be standard commercial fertilizers supplied separately or in mixtures
containing the percentages of total nitrogen, available phosphoric acid, and water-soluble potash. They shall
be applied at the rate and to the depth specified herein, and shall meet the requirements of Fed. Spec. 0-F-241
and applicable state laws. They shall be furnished in standard containers with name, weight, and guaranteed
analysis of contents clearly marked thereon. No cyanamide compounds or hydrated lime shall be permitted in
mixed fertilizers.
The fertilizers may be supplied in one of the following forms:
a. A dry, free -flowing fertilizer suitable for application by a common fertilizer spreader;
b. A finely -ground fertilizer soluble in water, suitable for application by power sprayers; or
C. A granular or pellet form suitable for application by blower equipment.
Fertilizers shall be applied as specified in the Special Provisions.
901-2.4 SOIL FOR REPAIRS. The soil for fill and topsoiling of areas to be repaired shall be at least of equal
quality to that which exists in areas adjacent to the area to be repaired. The soil shall be relatively free from
large stones, roots, stumps, or other materials that will interfere with subsequent sowing of seed, compacting,
SEEDING T-901.1
and establishing turf, and shall be approved by the Engineer before being placed.
901-3.1 ADVANCE PREPARATION AND CLEANUP. After grading of areas has been completed and
before applying fertilizer and ground limestone, areas to be seeded shall be raked or otherwise cleared of stones
larger than 2 inches (50 mm) in any diameter, sticks, stumps, and other debris which might interfere with
sowing of seed, growth of grasses, or subsequent maintenance of grass -covered areas. If any damage by
erosion or other causes has occurred after the completion of grading and before beginning the application of
fertilizer and ground limestone, the Contractor shall repair such damage. This may include filling gullies,
smoothing irregularities, and repairing other incidental damage.
An area to be seeded shall be considered a satisfactory seedbed without additional treatment if it has recently
been thoroughly loosened and worked to a depth of not less than 5 inches (125 mm) as a result of grading
operations and, if immediately prior to seeding, the top 3 inches (75 mm) of soil is loose, friable, reasonably
free from large clods, rocks, large roots, or other undesirable matter, and if shaped to the required grade.
However, when the area to be seeded is sparsely sodded, weedy, barren and unworked, or packed and hard, any
grass and weeds shall first be cut or otherwise satisfactorily disposed of, and the soil then scarified or otherwise
loosened to a depth not less than 5 inches (125 mm). Clods shall be broken and the top 3 inches (75 mm) of
soil shall be worked into a satisfactory seedbed by discing, or by use of cultipackers, rollers, drags, harrows, or
other appropriate means.
a. Liming. Lime, if required, shall be applied separately and prior to the application of any fertilizer or
seed and only on seedbeds which have previously been prepared as described above. The lime shall
then be worked into the top 3 inches (75 mm) of soil after which the seedbed shall again be properly
graded and dressed to a smooth finish.
b. Fertilizing. Following advance preparations and cleanup fertilizer shall be uniformly spread at the
rate which will provide not less than the minimum quantity stated in paragraph 901-2.3.
C. Seeding Grass seed shall be sown at the rate specified in paragraph 901-2.1 immediately after
fertilizing, and the fertilizer and seed shall be raked within the depth range stated in the special
provisions. Seeds of legumes, either alone or in mixtures, shall be inoculated before mixing or
sowing, in accordance with the instructions of the manufacturer of the inoculant. When seeding is
required at other than the seasons shown on the plans or in the special provisions, a cover crop shall be
sown by the same methods required for grass and legume seeding.
d. Rolling. After the seed has been properly covered, the seedbed shall be immediately compacted by
means of an approved lawnroller, weighing 40 to 65 pounds per foot (60 to 97 kg per meter) of width
for clay soil (or any soil having a tendency to pack), and weighing 150 to 200 pounds per foot (223 to
298 kg per meter) of width for sandy or light soils.
a. General. The Contractor may elect to apply seed and fertilizer (and lime, if required) by spraying
them on the previously prepared seedbed in the form of an aqueous mixture and by using the methods
and equipment described herein. The rates of application shall be as specified in the special
provisions.
T-901.2 SEEDING
b. Spraying Equipment. The spraying equipment shall have a container or water tank equipped with a
liquid level gauge calibrated to read in increments not larger than 50 gallons (190 liters) over the entire
range of the tank capacity, mounted so as to be visible to the nozzle operator. The container or tank
shall also be equipped with a mechanical power -driven agitator capable of keeping all the solids in the
mixture in complete suspension at all times until used.
The unit shall also be equipped with a pressure pump capable of delivering 100 gallons (380 liters) per
minute at a pressure of 100 pounds per square inch (690 kPa). The pump shall be mounted in a line
which will recirculate the mixture through the tank whenever it is not being sprayed from the nozzle.
All pump passages and pipelines shall be capable of providing clearance for 5/8 inch (15 mm) solids.
The power unit for the pump and agitator shall have controls mounted so as to be accessible to the
nozzle operator. There shall be an indicating pressure gauge connected and mounted immediately at
the back of the nozzle.
The nozzle pipe shall be mounted on an elevated supporting stand in such a manner that it can be
rotated through 360 degrees horizontally and inclined vertically from at least 20 degrees below to at
least 60 degrees above the horizontal. There shall be a quick -acting, three-way control valve
connecting the recirculating line to the nozzle pipe and mounted so that the nozzle operator can control
and regulate the amount of flow of mixture delivered to the nozzle. At least three different types of
nozzles shall be supplied so that mixtures may be properly sprayed over distance varying from 20 to
100 feet (6 to 30 m). One shall be a close -range ribbon nozzle, one a medium -range ribbon nozzle,
and one a long-range jet nozzle. For case of removal and cleaning, all nozzles shall be connected to
the nozzle pipe by means of quick -release couplings.
In order to reach areas inaccessible to the regular equipment, an extension hose at least 50 feet (15 m)
in length shall be provided to which the nozzles may be connected.
C. Mixtures. Lime, if required, shall be applied separately, in the quantity specified, prior to the
fertilizing and seeding operations. Not more than 220 pounds (100 kg) of lime shall be added to and
mixed with each 100 gallons (380 liters) of water. Seed and fertilizer shall be mixed together in the
relative proportions specified, but not more than a total of 220 pounds (100 kg) of these combined
solids shall be added to and mixed with each 100 gallons (380 liters) of water.
All water used shall be obtained from fresh water sources and shall be free from injurious chemicals
and other toxic substances harmful to plant life. Brackish water shall not be used at any time. The
Contractor shall identify to the Engineer all sources of water at least 2 weeks prior to use. The
Engineer may take samples of the water at the source or from the tank at any time and have a
laboratory test the samples for chemical and saline content. The Contractor shall not use any water
from any source which is disapproved by the Engineer following such tests.
All mixtures shall be constantly agitated from the time they are mixed until they are finally applied to
the seedbed. All such mixtures shall be used within 2 hours from the time they were mixed or they
shall be wasted and disposed of at locations acceptable to the Engineer.
d. Spraying. Lime, if required, shall be sprayed only upon previously prepared seedbeds. After the
applied lime mixture has dried, the lime shall be worked into the top 3 inches (8 cm), after which the
seedbed shall again be properly graded and dressed to a smooth finish.
Mixtures of seed and fertilizer shall only be sprayed upon previously prepared seedbeds on which the
lime, if required, shall already have been worked in. The mixtures shall be applied by means of a
SEEDING T-901.3
high-pressure spray which shall always be directed upward into the air so that the mixtures will fall to
the ground like rain in a uniform spray. Nozzles or sprays shall never be directed toward the ground in
such a manner as might produce erosion or runoff.
Particular care shall be exercised to insure that the application is made uniformly and at the prescribed
rate and to guard against misses and overlapped areas. Proper predetermined quantities of the mixture
in accordance with specifications shall be used to cover specified sections of known area. Checks on
the rate and uniformity of application may be made by observing the degree of wetting of the ground
or by distributing test sheets of paper or pans over the area at intervals and observing the quantity of
material deposited thereon.
On surfaces which are to be mulched as indicated by the plans or designated by the Engineer, seed and
fertilizer applied by the spray method need not be raked into the soil or rolled. However, on surfaces
on which mulch is not to be used, the raking and rolling operations will be required after the soil has
dried.
901-3.4 MAINTENANCE OF SEEDED AREAS. The Contractor shall protect seeded areas against traffic
or other use by warning signs or barricades, as approved by the Engineer. Surfaces gullied or otherwise
damaged following seeding shall be repaired by regrading and reseeding as directed. The Contractor shall
mow, water as directed, and otherwise maintain seeded areas in a satisfactory condition until final inspection
and acceptance of the work.
When either the dry or wet application method outlined above is used for work done out of season, it will be
required that the Contractor establish a good stand of grass of uniform color and density to the satisfaction of
the Engineer. If at the time when the contract has been otherwise completed it is not possible to make an
adequate determination of the color, density, and uniformity of such stand of grass, payment for the unaccepted
portions of the areas seeded out of season will be withheld until such time as these requirements have been
met.
901-3.5 MULCHING. Mulching shall be applied as specified in the Special Provisions.
r'1 ► 1 i�
Western Seeding Zone. The following Montana counties shall comprise the Western Seeding Zone, and
seeding shall be permitted from October 15 through May 20.
Flathead
Mineral
Granite
Missoula
Lake
Ravalli
Lincoln
Sanders
Eastern Seeding Zone. All Montana counties not included in the Western Seeding Zone shall be included
within this zone. Seeding shall be permitted from October 15 through April 30.
901-4.1 The quantity of seeding shall be the number of acres measured on the ground surface, completed and
accepted.
T-901.4 SEEDING
901-5.1 Payment shall be made at the contract unit price per acre or fraction thereof, which price and payment
shall be full compensation for furnishing and placing all material (seed, lime, fertilizer and mulch) and for all
labor, equipment, tools, and incidentals necessary to complete the work prescribed in this item.
Payment will be made under:
Item T-901-5.1 Seeding - per acre
MATERIAL REQUIREMENTS
ASTM D 977 Emulsified Asphalt
Fed. Spec. JJJ-S-181B
Fed. Spec. O-F-2411)
File: F.\AIRPORTS�ADMIMTECHSPECS�7901.doc
(5/02)
Agricultural Seeds
Commercial Mixed Fertilizer
SEEDING T-901.5
ITEM T-905 TOPSOILING
905-1.1 This item shall consist of preparing the ground surface for topsoil application, removing topsoil from
designated stockpiles or areas to be stripped on the site or from approved sources off the site, and placing and
spreading the topsoil on prepared areas in accordance with this specification at the locations shown on the
plans or as directed by the Engineer.
905-2.1 TOPSOIL. Topsoil shall be the surface layer of soil with no admixture of refuse or any material toxic
to plant growth, and it shall be reasonably free from subsoil and stumps, roots, brush, stones (2 inches or more
in diameter), clay lumps or similar objects. Brush and other vegetation which will not be incorporated with the
soil during handling operations shall be cut and removed. Ordinary sods and herbaceous growth such as grass
and weeds are not to be removed but shall be thoroughly broken up and intermixed with the soil during
handling operations. The topsoil or soil mixture, unless otherwise specified or approved, shall have a pH range
of approximately 5.5 pH to 7.6 pH, when tested in accordance with the methods of testing of the association of
official agricultural chemists in effect on the date of invitation of bids. The organic content shall be not less
than 3% nor more than 20% as determined by the wet -combustion method (chromic acid reduction). there
shall be not less than 20% nor more than 80% of the material passing the 200 mesh (0.075 mm) sieve as
determined by the wash test in accordance with ASTM C 117.
Natural topsoil may be amended by the Contractor with approved materials and methods to meet the above
specifications.
905-2.2 INSPECTION AND TESTS. Within 10 days following acceptance of the bid, the Engineer shall be
notified of the source of topsoil to be furnished by the Contractor. The topsoil shall be inspected to determine
if the selected soil meets the requirements specified and to determine the depth to which stripping will be
permitted. At this time, the Contractor may be required to take representative soil samples from several
locations within the area under consideration and to the proposed stripping depths, for testing purposes as
specified in 905-2.1.
905-3.1 GENERAL. Areas to be topsoiled shall be shown on the plans. If topsoil is available on the site, the
location of the stockpiles or areas to be stripped of topsoil and the stripping depths shall be shown on the plans.
Suitable equipment necessary for proper preparation and treatment of the ground surface, stripping of topsoil,
and for the handling and placing of all required materials shall be on hand, in good condition, and approved by
the Engineer before the various operations are started.
905-3.2 PREPARING THE GROUND SURFACE. Immediately prior to dumping and spreading the topsoil
on any area, the surface shall be loosened by discs or spike -tooth harrows, or by other means approved by the
Engineer, to a minimum depth of 2 inches (50 mm) to facilitate bonding of the topsoil to the covered subgrade
soil. The surface of the area to be topsoiled shall be cleared of all stones larger than 2 inches (50 mm) in any
diameter and all litter or other material which may be detrimental to proper bonding, the rise of capillary
moisture, or the proper growth of the desired planting. Limited areas, as shown on the plans, which are too
compact to respond to these operations shall receive special scarification.
Grades on the area to be topsoiled, which have been established by others as shown on the plans, shall be
TOPSOILING T-905.1
maintained in a true and even condition. Where grades have not been established, the areas shall be smooth -
graded and the surface left at the prescribed grades in an even and properly compacted condition to prevent,
insofar as practical, the formation of low places or pockets where water will stand.
905-3.3 OBTAINING TOPSOIL. Prior to the stripping of topsoil from designated areas, any vegetation,
briars, stumps and large roots, rubbish or stones found on such areas, which may interfere with subsequent
operations, shall be removed using methods approved by the Engineer. Heavy sod or other cover, which
cannot be incorporated into the topsoil by discing or other means shall be removed.
When suitable topsoil is available on the site, the Contractor shall remove this material from the designated
areas and to the depth as directed by the Engineer. The topsoil shall be spread on areas already tilled and
smooth -graded, or stockpiled in areas approved by the Engineer. Any topsoil stockpiled by the Contractor
shall be rehandled and placed without additional compensation. Any topsoil that has been stockpiled on the
site by others, and is required for topsoiling purposes, shall be removed and placed by the Contractor. The
sites of all stockpiles and areas adjacent thereto which have been disturbed by the Contractor shall be graded if
required and put into a condition acceptable for seeding.
When suitable topsoil is secured off the airport site, the Contractor shall locate and obtain the supply, subject to
the approval of the Engineer. The Contractor shall notify the Engineer sufficiently in advance of operations in
order that necessary measurements and tests can be made. The Contractor shall remove the topsoil from
approved areas and to the depth as directed. The topsoil shall be hauled to the site of the work and placed for
spreading, or spread as required. Any topsoil hauled to the site of the work and stockpiled shall be rehandled
and placed without additional compensation.
905-3.4 PLACING TOPSOIL. The topsoil shall be evenly spread on the prepared areas to a uniform depth of
2 inches (50 mm) after compaction, unless otherwise shown on the plans or stated in the special provisions.
Spreading shall not be done when the ground or topsoil is frozen, excessively wet, or otherwise in a condition
detrimental to the work. Spreading shall be carried on so that turfing operations can proceed with a minimum
of soil preparation or tilling.
After spreading, any large, stiff clods and hard lumps shall be broken with a pulverizer or by other effective
means, and all stones or rocks (2 inches (50 mm) or more in diameter), roots, litter, or any foreign matter shall
be raked up and disposed of by the Contractor. after spreading is completed, the topsoil shall be satisfactorily
compacted by rolling with a cultipacker or by other means approved by the Engineer. The compacted topsoil
surface shall conform to the required lines, grades, and cross sections. Any topsoil or other dirt falling upon
pavements as a result of hauling or handling of topsoil shall be promptly removed.
iuD11Y[�T1Z�7� tM�1�.Y11N�1►�l�ir;(Iil
905-4.1 Topsoil obtained on the site shall be measured by the number of cubic yards (cubic meters) of topsoil
measured in its original position and stripped or excavated. Topsoil stockpiled by others and removed for
topsoiling by the Contractor shall be measured by the number of cubic yards (cubic meters) of topsoil
measured in the stockpile. Topsoil shall be measured by volume in cubic yards (cubic meters) computed by the
method of end areas.
905-4.2 Topsoil obtained off the site shall be measured by the number of cubic yards (cubic meters) of topsoil
measured in its original position and stripped or excavated. Topsoil shall be measured by volume in cubic
yards (meters) computed by the method of end areas.
T-905.2 TOPSOILING
905-5.1 Payment will be made at the contract unit price per cubic yard (cubic meter) for topsoiling (obtained
on the site). This price shall be full compensation for furnishing all materials and for all preparation, placing,
and spreading of the materials, and for all labor, equipment, tools, and incidentals necessary to complete the
item.
905-5.2 Payment will be made at the contract unit price per cubic yard (cubic meter) for topsoiling (obtained
off the site). This price shall be full compensation for furnishing all materials and for all preparation, placing,
and spreading of the materials, and for all labor, equipment, tools, and incidentals necessary to complete the
item.
Payment will be made under:
Item T-905-5.1 Topsoiling (Obtained on Site or Removed from Stockpile - per cubic yard (cubic
meter)
Item T-905-5.2 Topsoiling (Furnished from Off the Site) per cubic yard (cubic meter)
END OF ITEM T-905
F:\AIRPORTS\ADMIN\TECHSPECS\T90S.doe
(5/02)
TOPSOILING T-905.3
ITEM T-908 MULCHING
908-1.1 This item shall consist of furnishing, hauling, placing, and securing mulch on surfaces indicated on
the plans or designated by the Engineer.
908-2.1 MULCH MATERIAL. Acceptable mulch shall be the materials listed below or any approved locally
available material that is similar to those specified. Low grade, musty, spoiled, partially rotted hay, straw, or
other materials unfit for animal consumption will be acceptable. Mulch materials, which contain matured seed
of species which would volunteer and be detrimental to the proposed overseeding, or to surrounding farm land,
will not be acceptable. Straw or other mulch material which is fresh and/or excessively brittle, or which is in
such an advanced stage of decomposition as to smother or retard the planted grass, will not be acceptable.
a. Hay. Hay shall be native hay, sudan grass hay, broomsedge hay, legume hay, or similar hay or
grass clippings.
b. Straw. Straw shall be the threshed plant residue of oats, wheat, barley, rye, or rice from which
grain has been removed.
C. Hay Mulch Containing Seed. Hay mulch shall be mature hay containing viable seed of
native grasses or other desirable species stated in the special provisions or as approved by the
Engineer. The hay shall be cut and handled so as to preserve the maximum quantity of viable
seed. Hay mulch which cannot be hauled and spread immediately after cutting shall be placed
in weather -resistant stacks or baled and stored in a dry location until used.
d. Manufactured Mulch. Cellulose -fiber or wood -pulp mulch shall be products commercially
available for use in spray applications.
e. Asphalt Binder. Asphalt binder material shall conform to the requirements of ASTM D 977,
Type SS-1 or RS-1.
908-2.2 INSPECTION. Within 5 days after acceptance of the bid, the Engineer shall be notified of sources
and quantities of mulch materials available and the Contractor shall furnish him with representative samples of
the materials to be used. These samples may be used as standards with the approval of the Engineer and any
materials brought on the site which do not meet these standards shall be rejected.
908-3.1 MULCHING. Before spreading mulch, all large clods, stumps, stones, brush, roots, and other foreign
material shall be removed from the area to be mulched. Mulch shall be applied immediately after seeding. The
spreading of the mulch may be by hand methods, blower, or other mechanical methods, provided a uniform
covering is obtained.
Mulch material shall be furnished, hauled, and evenly applied on the area shown on the plans or designated by
the Engineer. Straw or hay shall be spread over the surface to a uniform thickness at the rate of 2 to 3 tons per
acre (1800-2700 kg per acre) to provide a loose depth of not less than 1-1/2 inches (37 cm) nor more than 3
inches (75 mm). Other organic material shall be spread at the rate directed by the Engineer. Mulch may be
blown on the slopes and the use of cutters in the equipment for this purpose will be permitted to the extent that
MULCHING T-908.1
at least 95% of the mulch in place on the slope shall be 6 inches (150 mm) or more in length. When mulches
applied by the blowing method are cut, the loose depth in place shall be not less than 1 inch (25 mm) nor more
than 2 inches (50 mm).
908-3.2 SECURING MULCH. The mulch shall be held in place by light discing, a very thin covering of
topsoil, small brush, pins, stakes, wire mesh, asphalt binder, or other adhesive material approved by the
Engineer. Where mulches have been secured by either of the asphalt binder methods, it will not be permissible
to walk on the slopes after the binder has been applied. The Contractor is warned that in the application of
asphalt binder material he must take every precaution to guard against damaging or disfiguring structures or
property on or adjacent to the areas worked and that he will be held responsible for any such damage resulting
from his/her operations.
If the "peg and string" method is used, the mulch shall be secured by the use of stakes or wire pins driven into
the ground on 5-foot (150 m) centers or less. Binder twine shall be strung between adjacent stakes in straight
lines and crisscrossed diagonally over the mulch, after which the stakes shall be firmly driven nearly flush to
the ground to draw the twine down tight onto the mulch.
908-3.3 CARE AND REPAIR.
a. The Contractor shall care for the mulched areas until final acceptance of the project. Such
care shall consist of providing protection against traffic or other use by placing warning signs,
as approved by the Engineer, and erecting any barricades that may be shown on the plans
before or immediately after mulching has been completed on the designated areas.
b. The Contractor shall be required to repair or replace any mulching that is defective or
becomes damaged until the project is finally accepted. When, in the judgment of the
Engineer, such defects or damages are the result of poor workmanship or failure to meet the
requirements of the specifications, the cost of the necessary repairs or replacement shall be
borne by the Contractor. However, once the Contractor has completed the mulching of any
area in accordance with the provisions of the specifications and to the satisfaction of the
Engineer, no additional work at his/her expense will be required, but subsequent repairs and
replacements deemed necessary by the Engineer shall be made by the Contractor and will be
paid for as additional or extra work.
C. If the "asphalt spray" method is used, all mulched surfaces shall be sprayed with asphalt
binder material so that the surface has a uniform appearance. The binder shall be uniformly
applied to the mulch at the rate of approximately 8.0 gallons (32 liters) per 1,000 square feet
(100 square meters), or as directed by the Engineer, with a minimum of 6.0 gallons (24 liters)
and a maximum of 10 gallons (40 liters) per 1,000 square feet (100 square meters) depending
on the type of mulch and the effectiveness of the binder securing it. Bituminous binder
material may be sprayed on the mulched slope areas from either the top or the bottom of the
slope. An approved spray nozzle shall be used. The nozzle shall be operated at a distance of
not less than 4 feet (120 cm) from the surface of the mulch and uniform distribution of the
bituminous material shall be required. A pump or an air compressor of adequate capacity shall
be used to insure uniform distribution of the bituminous material.
d. If the "asphalt mix" method is used, the mulch shall be applied by blowing, and the asphalt
binder material shall be sprayed into the mulch as it leaves the blower. The binder shall be
uniformly applied to the mulch at the rate of approximately 8.0 gallons (32 liters) per 1,000
square feet (100 square meters) or as directed by the Engineer, with a minimum of 6.0 gallons
(24 liters) and a maximum of 10 gallons (40 liters) per 1,000 square feet (100 square meters)
T-908.2 MULCHING
depending on the type of mulch and the effectiveness of the binder securing it.
9084.1 Mulching shall be measured in acres on the basis of the actual surface area acceptably mulched.
1
908-5.1 Payment will be made at the contract unit price per acre for mulching. The price shall be full
compensation for furnishing all materials and for placing and anchoring the materials, and for all labor,
equipment, tools, and incidentals necessary to complete the item.
Payment will be made under:
Item T-908-5.1 Mulching --per acre
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ASTM D 977 Emulsified Asphalt
F:\AIRPORTS\ADMIMTECHSPECS\T908.doc
(3/03)
MULCHING T-908.3