# PART IX -- DRAINAGE

### **ITEM D-701 PIPE FOR STORM DRAINS AND CULVERTS**

DESCRIPTION

**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.

MATERIALS

**701-2.1**  Materials shall meet the requirements shown on the plans
and specified below.

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> **The Engineer should indicate the required class, schedule, SDR,
> gage, and/or strength of pipe desired.**

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**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 (all types)
> AASHTO M 294M
>
> Poly (Vinyl Chloride) (PVC) Profile Wall Drain Pipe and Fittings Based
> AASHTO M 304
>
> on Controlled Inside Diameter

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> **The Engineer shall select the pipe used for the project and may
> delete inappropriate requirements from paragraph 701-2.2 and from the
> list of material requirements.**

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**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.

**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).

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> **ASTM C 789 and C 850 are primarily manufacturing specifications. 
> The box section dimensions, compressive strength of the concrete, and
> reinforcement details shown in the specifications have been designed
> for a combined earth dead load and AASHTO HS20 live load condition.  A
> modified design will be necessary when aircraft loadings are greater
> than HS20 live loads.**

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**\[701-2.8. CONTROLLED LOW STRENGTH MATERIAL (CLSM). Controlled low
strength material shall conform to the requirements of Item P-153. When
CLSM is used all joints shall have gaskets.**

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> **Specification Item P-153 Controlled Low Strength Material
> (CLSM)contains guidance for use of CLSM. The locations where CLSM is
> permitted shall be shown on the plans. This paragraph and the option
> to allow Item P-153 in paragraph 701-3.5 must agree.**

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CONSTRUCTION METHODS

**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
mm) 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 mm) 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:

Pipe Corrugation Depth Minimum Bedding Depth

in. mm in. mm

1/2 12.5 1 25.0

1 25.0 2 50.0

2 50.0 3 75.0

2‑1/2 62.5 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 mm).  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 mm) 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 Polyethylene pipe
shall conform to the requirements of ASTM D 3212 when water tight joints
are required. Joints for PVC and Polyethylene 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
objectionable material.  No less than 95 percent of a granular backfill
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 of 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.

METHOD OF MEASUREMENT

**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 that 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.

BASIS OF PAYMENT

**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)

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> **The Engineer shall specify the size and type of pipe for each pipe
> size specified in the plans.**

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MATERIAL REQUIREMENTS

> ASTM A 760 Corrugated Steel Pipe, Metallic‑Coated for Sewers and
> Drains
>
> ASTM A 761 Corrugated Steel Structural Plate, Zinc Coated, for
> Field-Bolted Pipe, Pipe‑Arches, and Arches
>
> ASTM A 762 Corrugated Steel-Pipe, Polymer Precoated for Sewers and
> Drains
>
> ASTM A 849 Post‑Applied Coatings, Pavings, and Linings for Corrugated
> Steel Sewer and
>
> Drainage Pipe
>
> ASTM A 885/A 885M-96 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 1433 Precast Reinforced Concrete Box Sections for Culverts,
> Storm Drains, and Sewers
>
> ASTM D 1056 Flexible Cellular Materials---Sponge or Expanded Rubber
>
> 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 D 6690 Joint and Crack Sealants, Hot-Applied, for Concrete and
> Asphalt Pavements
>
> 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
>
> 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

**END ITEM D-701**

**Intentionally Left Blank**

### **ITEM D-702 SLOTTED DRAINS**

DESCRIPTION

**702-1.1** This item shall consist of the construction of steel slotted
drains or cast iron slotted vane drains in accordance with these
specifications and in reasonably close conformity with the lines and
grades shown on the plans. Type detail shall be shown on the plans.

MATERIALS

**702‑2.1 GENERAL.** All slotted drains shall meet the requirements
shown on the plans and specified below. All slotted drains shall meet
specified hydraulic design requirements and shall support the loadings
specified.

**702‑2.2 PIPE.**

**a. Steel slotted Drain.** Pipe shall be metallic coated (galvanized or
aluminized steel type II) corrugated steel type I meeting the
requirements of ASTM A760. Pipe diameter and gage shall be as shown on
the plans.

The corrugated steel pipe shall have a minimum of two rerolled annular
ends.

**b. Cast Iron Slotted Vane Drain.** Polyvinyl Chloride (PVC) pipe shall
meet the requirements of ASTM D 3034. Pipe diameter shall be as shown on
the plans. The pipe shall have an open slot to accept the cast iron
slotted vane drain castings.

**702‑2.3 GRATES AND CASTINGS.**

**a.** **Steel Slotted Drain.** Grates shall be manufactured from ASTM A
36 or A 570, Grade 36 steel. Spacers and bearing bars (sides) shall be
3/16-inch (5 mm) material. The spacers shall be welded to each bearing
bar with four 1‑1/4-inch long 3/16-inch wide (32 mm long by 5 mm wide)
fillet welds on each side of the bearing bar at spacings not exceeding 6
inches (150 mm). The grates shall be 6 inches (150 mm) high or as shown
on the plans and shall have a maximum 1‑3/4‑inch (45 mm) opening in the
top.

Grates shall be galvanized in accordance with ASTM A 123 except with a
2 ounce per square foot (0.61 kg per square meter) galvanized coating.

The grates shall be fillet welded to the corrugated steel pipe with a
minimum weld 1 inch (25 mm) long on each side of the grate at every
other corrugation. Weld areas and the heat affected zones where the slot
is welded to the corrugated pipe shall be thoroughly cleaned and painted
with a zinc-rich paint in accordance with repair of damaged coatings in
ASTM A 760.

Each 20-foot (6.1 m) length of drain delivered to the job site shall be
within the following tolerances: vertical bow +/- 3/8 inch (9.5 mm),
horizontal bow +/- 5/8 inch (16 mm), twist +/- 1/2 inch (12.5 mm).

**b. Cast Iron Slotted Vane Drain.** Castings shall meet the
requirements of ASTM A 48, Class 35B gray iron. Castings shall be
furnished with no coatings.

Castings shall be designed to fit on open slots in 15-inch (380 mm) PVC
pipe. Casting sections shall not exceed three feet (915 mm) in length.
Casting sections shall have a built-in vane configuration with bar
spacings not exceeding 6 inches (150 mm). The opening at the surface
shall not exceed 3‑3/4 inches (95 mm), and the vane shall be constructed
on a radius so that the opening shall be less than 1‑1/2 inches (38 mm)
at a depth of 1-1/2 inches (38 mm) as measured vertically from the
surface. Casting sections shall integrally lock into the concrete by use
of top and bottoms flanges and shear tabs. Castings shall accept bolts
for bolting sections together and shall accept wire for fitting to pipe.

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> **The Engineer should note that certain standard details can be found
> in AASHTO AGC-ARTBA publication "A Guide to Standardized Highway
> Drainage Products". All products used shall meet the strict airport
> loading and tire pressure requirements.**

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**702‑2.3 CONCRETE.**

**a. Steel Slotted Drain.** Concrete shall have a minimum compressive
strength of 1,000 psi (6.9 Mpa) at 28‑days when tested in accordance
with ASTM C 39.

**b. Cast Iron Slotted Vane Drain.** Concrete shall have a minimum
compressive strength of 3,000 psi (20.7 Mpa) at 28‑days when tested in
accordance with ASTM C 39.

**\[702-2.3 CONCRETE. Plain or reinforced concrete used shall conform to
the requirements of Item P‑610.\]**

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> **If design requirements indicate the need for structural concrete,
> the Engineer should include Item P‑610 Structural Portland Cement
> Concrete.**

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CONSTRUCTION METHODS

**702‑3.1 EXCAVATION.** The width of the trench shall be sufficient to
permit satisfactory installation and jointing of the slotted drain and
placing of a high slump concrete backfill material under and around the
drain, but shall not be less than the external pipe diameter plus
6 inches (150 mm) on each side. The depth of the trench shall be a
minimum of 2 inches (51 mm) below the invert for steel slotted drain and
6 inches (150 mm) below the invert for cast iron slotted vane drain.

The trench may be roughly shaped to the slotted drain bed.

**702‑3.2 INSTALLATION.** Steel slotted drain shall be laid in sections
joined firmly together with coupling bands, or as shown on the plans.
Cast iron drains shall be wired to the top of the PVC pipe in the slot
cut in to receive the castings. The top of all drains shall be held
firmly in place to the proper grade, to preclude movement during the
backfilling operation.

**702‑3.3 JOINING.** Slotted steel drain joints shall be firmly joined
by modified hugger type bands, or as indicated, to secure the pipe and
prevent infiltration of the backfill. When the slotted steel drain is
banded together, the adjacent grates shall have a maximum 3 inch (76 mm)
gap. Cast iron drains castings shall be bolted together.

**702‑3.4 BACKFILLING.** Slotted drains shall be inspected before any
backfill is placed. Damaged drains shall be aligned or replaced at the
expense of the Contractor.

The slotted drain assembly shall be backfilled with concrete that will
easily flow under and around the drain and the trench wall. The opening
in the top of grates and castings shall be covered to prevent unwanted
material from entering the drain during the backfilling and subsequent
surfacing operations.

METHOD OF MEASUREMENT

**702‑4.1** The length of slotted drain shall be measured in linear feet
(meters) of slotted drain in place, completed, and approved. It shall be
measured along the centerline of the drain from end or inside face of
structure to the end or inside face of structure, whichever is
applicable. The several classes, types, and sizes shall be measured
separately. All fittings shall be included in the footage as typical
pipe sections being measured.

BASIS OF PAYMENT

**702‑5.1** Payment shall be made at the contract unit price per linear
foot (meter) for each kind of slotted drain type and size designated and
at the contract unit price per cubic yard (cubic meter) of concrete for
backfill.

These prices shall be full compensation for all materials, all
preparation, excavation and installation of these materials; and all
labor, equipment, tools, and incidentals necessary to complete the item.

Payment will be made under:

> Item 702‑5.1 \[ \] inch (mm) diameter \[ gage\] pipe per linear foot
> (meter)

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> **The Engineer shall include a pay item for each size and gage pipe
> specified for each drain type.**

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> Item 702‑5.2 Concrete for backfill‑per cubic yard (cubic meter).

TESTING REQUIREMENTS

> ASTM C 39 Compressive Strength of Cylindrical Concrete Specimens

MATERIAL REQUIREMENTS

> ASTM A 36 Structural Steel
>
> ASTM A 48 Gray Iron Castings
>
> ASTM A 123 Zinc Coating (Hot-Dip) on Iron and Steel Products
>
> ASTM A 570 Steel, Sheet and Strip, Carbon, Hot-Rolled, Structural
> Quality
>
> ASTM A 760 Corrugated Steel Pipe, Metallic-Coated for Sewers and
> Drains
>
> ASTM D 3034 Type PSM Poly (Vinyl Chloride), (PVC), Sewer Pipe and
> Fittings
>
> Information A guide to Standardized Highway Drainage Products
> disseminated under the sponsorship of the American Association of
> State Highway and Transportation Officials, Associated General
> Contractors, and the American Road and Transportation Builders
> Association

**END OF ITEM D-702**

**Intentionally Left Blank**

### **ITEM D-705 PIPE UNDERDRAINS FOR AIRPORTS**

DESCRIPTION

**705-1.1**  This item shall consist of the construction of pipe drains
in accordance with these specifications and in reasonably close
conformity with the lines and grades shown on the plans.

MATERIALS

**705-2.1 GENERAL.**  Materials shall meet the requirements shown on the
plans and specified below.

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

> **The Engineer should indicate the required class, schedule, SDR,
> gage, and/or strength of pipe desired.**

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

**705-2.2 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.

> Perforated Concrete Pipe ASTM C 444
>
> Porous Concrete Pipe ASTM C 654
>
> Polymer Precoated Perforated Corrugated Steel Pipe ASTM A 762
>
> Perforated Corrugated Aluminum Alloy Pipe AASHTO M 196
>
> Smooth‑Wall Perforated PVC Pipe ASTM F 758
>
> Poly (Vinyl Chloride) Ribbed Drain Pipe & Fittings
>
> Based on Controlled Inside Diameter ASTM F 794
>
> Poly (Vinyl Chloride)(PVC) Corrugated Sewer
>
> Pipe With a Smooth Interior and Fittings ASTM F 949
>
> Perforated Corrugated Steel Pipe ASTM A 760
>
> Bituminous‑Coated Perforated Corrugated AASHTO M 196
>
> Aluminum Alloy Pipe and M 190
>
> Corrugated Polyethylene Drainage Tubing (all types) AASHTO M 252
>
> Corrugated Polyethylene Pipe, 300 to 1200 mm Diameter (all types)
> AASHTO M 294M
>
> Poly (Vinyl Chloride) (PVC) Profile Wall Drain Pipe and AASHTO M 304
>
> Fittings Based on Controlled Inside Diameter

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

> **The Engineer shall select the pipe used for the project and may
> delete inappropriate requirements from paragraph 705-2.2 and from the
> list of material requirements.**

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

**705-2.3 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.

**705-2.4 ELASTOMERIC SEALS.**  Elastomeric seals shall conform to the
requirements of ASTM F 477.

**705-2.5 POROUS BACKFILL.**  Porous backfill shall be free of clay,
humus, or other objectionable matter, and shall conform to the gradation
in Table 1 when tested in accordance with ASTM C 136.

  ---------------------- ------------------------ -----------------------
  **TABLE 1. GRADATION                            
  OF POROUS BACKFILL**                            

  Sieve Designation      Percentage by Weight     
  (square openings)      Passing Sieves           

                         Porous Material No. 1    Porous Material No. 2

  1‑1/2 inch (38 mm)                              100

  1 inch (25 mm)                                  90 - 100

  3/8 inch (9.5 mm)      100                      25 - 60

  No. 4 (4.75 mm)        95 -- 100                5 - 40

  No. 8 (2.36 mm)                                 0 - 20

  No. 16 (1.18 mm)       45 -- 80                 

  No. 50 (0.30 mm)       10 -- 30                 

  No. 100 (0.15 mm)      0 -- 10                  
  ---------------------- ------------------------ -----------------------

When two courses of porous backfill are specified in the plans, the
finer of the materials shall conform to particle size tabulated herein
for porous material No. 1.  The coarser granular material shall meet the
gradation given in the tabulation for porous material No. 2.

**705-2.6. GRANULAR MATERIAL.** Granular material used for backfilling
shall conform to the requirements of ASTM D 2321 for Class IA, IB, or II
materials, or shall meet the requirements of AASHTO Standard
Specification for Highway Bridges Section 30.

**705-2.7. FILTER FABRIC.** The filter fabric shall conform to the
requirements of AASHTO M 288-99, Class 2.

  ---------------- --------------------------- ------------------- -----------------
  **TABLE 2**                                                      

  **Fabric                                     **Test Method**     **Test
  Property**                                                       Requirement**

  **Grab Tensile                               **ASTM D 4632**     **125 min**
  Strength, lbs**                                                  

  **Grab Tensile                               **ASTM D 4632**     **50 min**
  Elongation %**                                                   

  **Burst                                      **ASTM D 3785**     **125 min**
  Strength, psi**                                                  

  **Trapezoid Tear                             **ASTM D 4533**     **55 min**
  Strength, lbs**                                                  

  **Puncture                                   **ASTM D 4833**     **40 min**
  Strength, lbs**                                                  

  **Abrasion,                                  **ASTM D 4886**     **15 max loss**
  lbs**                                                            

  **Equivalent                                 **ASTM D 4751**     **70-100**
  Opening Size**                                                   

  **Permittivity                               **ASTM D 4491**     **0.80**
  sec^-1^**                                                        

  **Accelerated                                **ASTM D 4355**     **70**
  Weathering**                                                     

                   **(UV Stability)**          **\*(500 hrs        
                                               exposure)**         

                   **(Strength Retained - %)**                     
  ---------------- --------------------------- ------------------- -----------------

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

> **The Engineer shall specify Class 2 unless sufficient survivability
> information is available for a reduction in minimum property
> requirements. Permittivity and Apparent Opening Size requirements
> shall be based on knowledge of in situ soil.**

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

**705-2.8. CONTROLLED LOW STRENGTH MATERIAL (CLSM).** Controlled low
strength material shall conform to the requirements of Item P-153. When
CLSM is used all joints shall have elastomeric seals.

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

> **Specification Item P-153 Controlled Low Strength Material
> (CLSM)contains guidance for use of CLSM. The locations where CLSM is
> permitted shall be shown on the plans.**

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

CONSTRUCTION METHODS

**705-3.1 EQUIPMENT.** All equipment necessary and required for the
proper construction of pipe underdrains shall be on the project, in
first-class working condition, and approved by the Engineer before
construction is permitted to start.

**705-3.2 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 shall not be less than
the external diameter of the pipe plus 6 inches (150 mm) on each side.
The trench walls shall be approximately vertical.

Where rock, hardpan, or other unyielding material is encountered, it
shall be removed below the foundation grade for a depth of at least 4
inches (100 mm). 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 determined the depth of removal necessary. The
granular material shall be compacted to provide adequate support for the
pipe.

Excavated material not required or acceptable for backfill shall be
disposed of by the Contractor as directed by the Engineer. The
excavation shall not be carried below the required depth; when this is
done, the trench shall be backfilled at the Contractor\'s expense with
material approved by the Engineer and compacted to the density of the
surrounding earth material.

The bed for the pipe shall be so shaped that at least the lower quarter
of the pipe shall be in continuous contact with the bottom of the
trench. Spaces for the pipe bell shall be excavated accurately to size
to clear the bell so that the barrel supports the entire weight of the
pipe.

The Contractor shall do such trench bracing, sheathing, or shoring
necessary to perform and protect the excavation as required for safety
and conformance to governing laws. Unless otherwise provided, the
bracing, sheathing, or shoring shall be removed by the Contractor after
the completion of the backfill to at least 12 inches (300 mm) over the
top of the pipe. The sheathing or shoring shall be pulled as the
granular backfill is placed and compacted to avoid any unfilled spaces
between the trench wall and the backfill material. The cost of bracing,
sheathing, or shoring, and the removal of same, shall be included in the
unit price bid per foot (meter) for the pipe.

**705-3.3 LAYING AND INSTALLING PIPE.**

**a. Concrete Pipe.** The laying of the pipe in the finished trench
shall be started at the lowest point and laid upgrade. When bell and
spigot pipe is used, the bells shall be laid upgrade. If tongue and
groove pipe is used, the groove end shall be laid upgrade. Holes in
perforated pipe shall be placed down, unless otherwise shown on the
plans. The pipe shall be firmly and accurately set to line and grade so
that the invert will be smooth and uniform. Pipe shall not be laid on
frozen ground.

Pipe which is not true in alignment, or which shows any settlement after
laying, shall be taken up and relaid without extra compensation.

**b. Metal Pipe.** The metal pipe shall be laid with the separate
sections joined firmly together with bands, with outside laps of
circumferential joints pointing upgrade, and with longitudinal laps on
the sides. Any metal in the pipe or bands that is not protected
thoroughly by galvanizing shall be coated with a suitable asphaltum
paint.

During installation, the asphalt-protected pipe shall be handled without
damaging the asphalt coating. Any breaks in the bitumen or treatment of
the pipe shall be refilled with the type and kind of bitumen used in
coating the pipe originally.

**c. PVC or Polyethylene Pipe.**  PVC or polyethylene pipe shall be
installed in accordance with the requirements of ASTM D 2321 or AASHTO
Standard Specification for Highway Bridges Section 30. Perforations
shall meet the requirements of AASHTO M 252 or M 294 Class 2, unless
otherwise indicated on the plans. The pipe shall be laid accurately to
line and grade.

**d. All Types of Pipe.**  The upgrade end of pipelines, not terminating
in a structure, shall be plugged or capped as approved by the Engineer.

Unless otherwise shown on the plans, a 4‑inch (100 mm) bed of granular
backfill material shall be spread in the bottom of the trench throughout
the entire length under all perforated pipe underdrains.

Pipe outlets for the underdrains shall be constructed when required or
shown on the plans.  The pipe shall be laid with tight‑fitting joints. 
Porous backfill is not required around or over pipe outlets for
underdrains.  All connections to other drainage pipes or structures
shall be made as required and in a satisfactory manner.  If connections
are not made to other pipes or structures, the outlets shall be
protected and constructed as shown on the plans.

**e. Filter Fabric.** The filter fabric shall be installed in accordance
with the manufacturer\'s recommendations, or in accordance with AASHTO M
288-99 APPENDIX, unless otherwise shown on the plans.

**705-3.4 MORTAR.**  The mortar shall be of the desired consistency for
caulking and filling the joints of the pipe and for making connections
to other pipes or to structures.  Mortar that is not used within 45
minutes after water has been added shall be discarded.  Retempering of
mortar shall not be permitted.

**705-3.5 JOINTS IN CONCRETE PIPE.**  When open or partly open joints
are required or specified, they shall be constructed as indicated on the
plans.  The pipe shall be laid with the ends fitted together as
designed.  If bell and spigot pipe is used, mortar shall be placed along
the inside bottom quarter of the bell to center the following section of
pipe.

The open or partly open joints shall be surrounded with granular
material meeting requirements of porous backfill No. 2 or as indicated
on the plans.  This backfill shall be placed so its thickness will be
not less than 3 inches (75 mm) nor more than 6 inches (150 mm), unless
otherwise shown on the plans.

When the original material excavated from the trench is impervious,
commercial concrete sand or granular material meeting requirements of
porous backfill No. 1 shall surround porous backfill No. 2, as shown on
the plans or as directed by the Engineer.

When the original material excavated from the trench is pervious and
suitable, it may be used as backfill in lieu of porous backfill No. 1,
when indicated on the plans or as directed by the Engineer.

**705-3.6 BACKFILLING.**

**a. Earth.**  All trenches and excavations shall be backfilled within a
reasonable time after the pipes are installed, unless other protection
of the pipe is directed.  The backfill material shall be selected
material from excavation or borrow; material which is placed within a
nominal pipe diameter distance at the sides of the pipe and 1 foot (30
cm) over the top shall be material that can be readily compacted.  It
shall not contain stones retained on a 3‑inch (75 mm) sieve, frozen
lumps, chunks of highly plastic clay, or any other material that is
objectionable to the Engineer.  The material shall be moistened or
dried, if necessary to be compacted by the method in use.  Backfill
material shall be approved by the Engineer.  Special care shall be taken
in placing the backfill.  Great care shall be used to obtain thorough
compaction under the haunches and along the sides to the top of the
pipe.

The backfill shall be placed in loose layers not exceeding 6 inches (150
mm) in depth under and around the pipe, and not exceeding 8 inches (200
mm) over the pipe.  Successive layers shall be added and thoroughly
compacted by hand and pneumatic tampers, approved by the Engineer, until
the trench is completely filled and brought to the proper elevation. 
Backfilling shall be done in a manner to avoid injurious top or side
pressures on the pipe.

In embankments and for other areas outside of pavements, the backfill
shall be compacted to the density required for embankments in unpaved
areas under Item P‑152.  Under paved areas, the subgrade and any
backfill shall be compacted to the density required for embankments for
paved areas under Item P‑152.

**b. Granular Material.**  When granular backfill is required, its
placement in the trench and about the pipe shall be as shown on the
plans.  Special care shall be taken in placing the backfill.  The
granular backfill shall not contain a damaging amount of foreign matter,
nor shall earth from the sides of the trench or from the windrow be
allowed to filter into the backfill.  When required by the Engineer, a
template shall be used to properly place and keep separate the two sizes
of backfill.  The backfill shall be placed in loose layers not exceeding
6 inches (150 mm) in depth and compacted by hand and pneumatic tampers
to the requirements as given for earth backfill.  Backfilling shall be
done in a manner to avoid injurious top or side pressure on the pipe. 
The granular backfill shall be made to the elevation of the trench, as
shown on the plans.

When perforated pipe is specified, granular backfill material shall be
placed along the full length of the pipe.  The position of the granular
material shall be as shown on the plans.  If the original material
excavated from the trench is pervious and suitable, it shall be used in
lieu of porous backfill No. 1.

When porous backfill is to be placed in paved or adjacent areas prior to
the completion of grading or subgrade operations, the backfill material
shall be placed immediately after laying the pipe.  The depth of this
granular backfill shall be not less than 12 inches (300 mm), measured
from the top of the underdrain.  During subsequent construction
operations, this minimum backfill of 12 inches (300 mm) of depth shall
not be disturbed until such time as the underdrains are to be
completed.  When the underdrains are to be completed, the unsuitable
material shall be removed until the porous backfill is exposed.  That
part of the porous backfill that contains objectionable material shall
be removed and replaced with suitable material.  The cost of removing
and replacing any such unsuitable material shall be borne by the
Contractor.

Whenever a granular subbase blanket course is to be used under pavements
which extends several feet beyond the edge of paving to the outside edge
of the underdrain trench, the granular backfill material over the
underdrains shall be placed in the trench up to an elevation of 2 inches
(50 mm) above the bottom surface of the granular subbase blanket
course.  Immediately prior to the placing of the granular subbase
blanket course, the Contractor shall blade this excess trench backfill
from the top of the trench onto the adjacent subgrade where it can be
incorporated into the granular subbase blanket course.  Any unsuitable
material that remains over the underdrain trench shall be removed and
replaced.  The subbase material shall be placed to provide clean contact
between the subbase material and the underdrain granular backfill
material for the full width of the underdrain trench.

**c**. **Controlled Low Strength Material (CLSM).** Controlled low
strength material shall conform to the requirements of Item P-153.

**d. Deflection Testing.** The Engineer may at any time, not
withstanding previous material acceptance, reject or require
re-installation of pipe that exceeds 5 percent deflection when measured
in accordance with ASTM D 2321, including Appendices.

**705-3.7 CONNECTIONS.**  When the plans call for connections to
existing or proposed pipe or structures, these connections shall be
watertight and made so that a smooth uniform flow line will be obtained
throughout the drainage system.

**705-3.8 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.  Except for paved
areas of the airport, the Contractor shall restore all disturbed areas
to their original condition.

METHOD OF MEASUREMENT

**705-4.1**  The length of pipe to be paid for shall be the number of
linear feet (meters) of pipe underdrains in place, completed, and
approved; 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 sizes shall be measured
separately.  All fittings shall be included in the footage as typical
pipe sections in the pipeline being measured.

**705-4.2**  The quantity of porous backfill to be paid for shall be the
number of cubic yards (cubic meters) of porous backfill No. 1 and No. 2,
complete in place and accepted, and shall be determined from the
dimensions given on the plans by typical trench sections indicating the
placement of porous backfill or dimensions ordered by the Engineer.

**705-4.3**  The quantity of filter fabric to be paid for shall be the
number of square yards (square meters) of filter fabric in place,
completed, and approved; and shall be determined from the dimensions
given on the plans by typical trench sections indicating the placement
of filter fabric or dimensions ordered by the Engineer.

BASIS OF PAYMENT

**705-5.1**  Payment will be made at the contract unit price per linear
foot (meter) for pipe underdrains of the type, class, and size
designated; at the contract unit price **\[per cubic yard (cubic
meter)\]\[per ton (metric ton)\]** for porous backfill No.1; the
contract unit price **\[per cubic yard (cubic meter)\]\[per ton (metric
ton)\]** for porous backfill No. 2, and at the contract unit price per
square yard (square meter) for filter fabric. **\[per linear foot
(meter) COMPLETE (including porous backfill and filter fabric.\]** These
prices shall be full compensation 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 D‑705‑5.1 **\[   \]** inch pipe (mm pipe) **\[   \]** per linear
foot (meter)

Item D‑705‑5.2 Porous Backfill No. 1---**\[per cubic yard (cubic
meter)\]\[per ton (metric ton)\]**

Item D‑705‑5.3 Porous Backfill No. 2---**\[per cubic yard (cubic
meter)\]\[per ton (metric ton)\]**

Item D‑705‑5.4 Filter Fabric---per square yard (square meter)

**\[Item D‑705‑5.5 \[   \] inch pipe (mm pipe) \[   \] per linear foot
(meter) COMPLETE (including porous backfill and filter fabric\]**

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

> **The Engineer shall specify the size and type of pipe, filter fabric,
> and backfill material for each pipe size and type specified in the
> plans.**

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

MATERIAL REQUIREMENTS

  --- ---------------- --------------------------------------------------
      ASTM A 760       Corrugated Steel Pipe, Metallic‑Coated for Sewers
                       and Drains

                       

      ASTM A 762       Corrugated Steel Pipe, Polymer Precoated for
                       Sewers and Drains

                       

      ASTM C 136       Sieve Analysis of Fine and Coarse Aggregates

                       

      ASTM C 144       Aggregate for Masonry Mortar

                       

      ASTM C 150       Portland Cement

                       

      ASTM C 444       Perforated Concrete Pipe

                       

      ASTM C 654       Porous Concrete Pipe

                       

      ASTM D 2321      Underground Installation of Thermoplastic Pipe for
                       Sewers and Other Gravity-Flow Applications

                       

      ASTM D 3034      Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and
                       Fittings

                       

      ASTM F 477       Elastomeric Seals (Gaskets) for Joining Plastic
                       Pipe

                       

      ASTM F 758       Smooth‑Wall Poly(Vinyl Chloride) (PVC) Plastic
                       Underdrain Systems for Highway, Airport, and
                       Similar Drainage

                       

      ASTM F 794       Poly (Vinyl Chloride) Ribbed Drain Pipe & Fittings
                       Based on Controlled Inside Diameter

                       

      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 252     Corrugated Polyethylene Drainage Tubing

                       

      AASHTO M 288-99  Geotextile Specification for Highway Applications

                       

      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

                       

      AASHTO           Standard Specifications for Highway Bridges
  --- ---------------- --------------------------------------------------

**END OF ITEM D-705**

**Intentionally Left Blank**

### **ITEM D-751 MANHOLES, CATCH BASINS, INLETS AND INSPECTION HOLES**

DESCRIPTION

**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.

MATERIALS

**751-2.1 BRICK.**  The brick shall conform to the requirements of ASTM
C 32, Grade SM.

**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.

CONSTRUCTION METHODS

**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 that 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.

**751-3.2 BRICK STRUCTURES.**

**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 that 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.

**f. 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
work or pointing shall not be done when there is frost in the brick or
when the air temperature is below 50 F (10 C) unless the Contractor has
on the project ready to use, suitable covering and artificial heating
devices necessary to keep the atmosphere surrounding the masonry at a
temperature of not less than 60 F (15 C) for the duration of the curing
period.

**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 that 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 or concrete 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 BACKFILLING.**

**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 on obligation of the Contractor covered
under the contract unit price for the structure involved.

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

> **When structures are located within the runway safety area, POFA,
> RPZ, etc., the elevation of the structures shall be set to meet the
> grading requirements of these areas.**

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

**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.

METHOD OF MEASUREMENT

**751-4.1**  Manholes, catch basins, inlets, and inspection holes shall
be measured by the unit.

BASIS OF PAYMENT

**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 in place when completed.  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

MATERIAL REQUIREMENT

ASTM A 27 Steel Castings, Carbon, for General Application

ASTM A 47 Ferritic Malleable Iron Castings

ASTM A 48 Gray Iron Castings

ASTM A 123 Zinc Coating (Hot-Dip) on Iron and Steel Hardware

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 (Made from Clay or Shale)

ASTM C 144 Aggregate for Masonry Mortar

ASTM C 150 Portland Cement

ASTM C 478 Precast Reinforced Concrete Manhole Sections

AASHTO M 36 Zinc Coated (Galvanized) Corrugated Iron or Steel Culverts
and Underdrains

**END OF ITEM D-751**

**Intentionally Left Blank**

**ITEM D‑752  CONCRETE CULVERTS, HEADWALLS, AND MISCELLANEOUS** DRAINAGE
STRUCTURES

DESCRIPTION

**752‑1.1**  This item shall consist of \[plain\]\[reinforced\] concrete
culverts, headwalls, and miscellaneous drainage structures constructed
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.

MATERIALS

**752-2.1 CONCRETE.**  **\[Plain\]\[reinforced\]** concrete shall meet
the requirements of Item P‑610.

CONSTRUCTION METHODS

**752-3.1 UNCLASSIFIED EXCAVATION.**

**a.**  Trenches and foundation pits for structures or structure
footings shall be excavated to the lines and grades or elevations shown
on the plans.  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 approximate 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 steel is to be placed.

**c.**  The Contractor shall do all bracing, sheathing, or shoring
necessary to perform 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 excavation.

**d.**  Unless otherwise provided, bracing, sheathing, or shoring
involved therewith shall be removed by the Contractor after the
completion of the structure.  Removal shall be effected in a manner that
will not disturb or mar finished concrete.  The cost of removal shall be
included in the unit price bid for excavation.

**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.

**752-3.2 BACKFILLING.**

**a.**  After a structure has been completed, backfilling with approved
material shall be accomplished by applying the fill in horizontal layers
not to exceed 8 inches (200 mm) in loose depth, and compacted. The field
density of the compacted material shall be at least 90 percent of the
maximum density for cohesive soils and 95 percent of the maximum density
for noncohesive soils.  The maximum density shall be determined in
accordance with ASTM D 698.  The field density shall be determined in
accordance with ASTM D 1556.

**b.**  No backfilling shall 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 the 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.**  Fill placed around concrete culverts shall be deposited on both
sides at the same time and to approximately the same elevation.  Care
shall be taken to prevent any wedging action against the structure, and
all slopes bounding or within the areas to be backfilled shall be
stepped or serrated to prevent wedge action.

**d.**  Backfill will not be measured for direct payment.  Performance
of this work under the contract is not payable directly but shall be
considered as a subsidiary obligation of the Contractor, covered under
the contract unit price for \`\`unclassified excavation for
structures.\'\'

**752-3.3 WEEP HOLES.**  Weep holes shall be constructed as shown on the
plans.

**752-3.4 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 embankment,
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.

METHOD OF MEASUREMENT

**752-4.1**   The quantity of unclassified excavation for structures to
be paid for shall be the number of cubic yards (cubic meters), measured
in original position, of material excavated in accordance with the
plans, or as directed by the Engineer; but in no case shall any yardage
be included in the measurement for payment which is outside of a volume
bounded by vertical planes 18 inches (45 cm) outside of and parallel to
the neat lines of the footings.

**752-4.2**  Concrete shall be measured by the number of cubic yards
(cubic meters) of concrete, complete in place and accepted.  In
computing the yardage of concrete for payment, the dimensions used shall
be those shown on the plans or ordered by the Engineer.  No measurements
or other allowances shall be made for forms, false work, 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.

**752-4.3**  The quantity of reinforcing steel to be paid for shall be
the calculated theoretical number of pounds (kilograms)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, as the
case may be, of equal nominal size.

BASIS OF PAYMENT

**752-5.1**  Payment will be made at the contract unit price per cubic
yard (cubic meter) for unclassified excavation for structures; at the
contract unit price per cubic yard (cubic meter) for concrete for the
structures; and at the contract unit price per pound (kilogram) for
reinforcing steel.  These prices shall be full compensation for
furnishing all materials and for all preparation, excavation, and
placing the materials, and for all labor, equipment, tools, and
incidentals necessary to complete the structure.

Payment will be made under:

Item D‑752‑5.1 Unclassified Excavation for Structures---per cubic yard
(cubic meter)

Item D‑752‑5.2 Structural Concrete---per cubic yard (cubic meter)

Item D‑752‑5.3 Reinforcing Steel---per pound (kilogram)

TESTING REQUIREMENTS

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

**END OF ITEM D-752**

**Intentionally Left Blank**

# 

### **ITEM D‑754  CONCRETE GUTTERS, DITCHES, AND FLUMES**

DESCRIPTION

**754‑1.1**  This item shall consist of portland cement concrete
gutters, ditches, and flumes constructed in accordance with these
specifications at the specified locations in accordance with the
dimensions, lines, and grades as shown on the plans.

MATERIALS

**754-2.1** Concrete, plain and reinforced concrete shall meet the
requirements of Item P‑610.

**754-2.2 JOINTS.**  Joint filler materials and premolded joint material
shall conform to Item P‑610.

CONSTRUCTION METHODS

**754-3.1 PREPARING SUBGRADE.**  Excavation shall be made to the
required width and depth, and the subgrade upon which the item is to be
built shall be compacted to a firm uniform grade.  All soft and
unsuitable material shall be removed and replaced with suitable approved
material.  When required, a layer of approved granular material,
compacted to the thickness indicated on the plans, shall be placed to
form a subbase.  The underlying course shall be checked and accepted by
the Engineer before placing and spreading operations are started.

**754-3.2 PLACING.**  The forms for and the mixing, placing, finishing,
and curing of concrete shall conform to the requirements of Item P‑610
and shall be in accordance with the following requirements.

The concrete shall be tamped and spaded until it is consolidated and
mortar entirely covers and forms the top surface.  The surface of the
concrete shall be floated smooth and the edges rounded to the radii
shown on the plans.  Before the concrete is given the final finishing,
the surface shall be tested with a 10‑foot (3 m) straightedge, and any
irregularities of more than 1/4 inch (6 mm) in 10 feet (3 m) shall be
eliminated.

The concrete shall be placed with dummy‑grooved joints not to exceed 25
feet (7.5 m) apart, except where shorter lengths are necessary for
closures, but no section shall be less than 4 feet (120 cm) long.

Expansion joints of the type called for in the plans shall be
constructed to replace a dummy groove at spacings of approximately 100
feet (30 m).  When the gutter is placed next to concrete pavement,
expansion joints in the gutter shall be located opposite expansion
joints in the pavement.  When a gutter abuts a pavement or other
structure, an expansion joint shall be placed between the gutter and the
other structure.

Forms shall not be removed within 24 hours after the concrete has been
placed.  Minor defects shall be repaired with mortar containing 1 part
cement and 2 parts fine aggregate.

The operations of depositing, compacting, and finishing the item shall
be conducted so as to build a satisfactory structure.  If any section of
concrete is found to be porous, other than minor defects that may be
plastered, or is otherwise defective, it shall be removed and replaced
by the Contractor without additional compensation.

**754-3 BACKFILLING.**  After the concrete has set sufficiently, the
spaces adjacent to the structure shall be refilled to the required
elevation with material specified on the plans and compacted by
mechanical equipment to at least 90% of the maximum density as
determined by ASTM D 698.  The in‑place density shall be determined in
accordance with ASTM D 1556.

**754-3.4 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.

Performance of the work described in this section is not payable
directly but shall be considered as a subsidiary obligation of the
Contractor, covered under the contract unit price for the structure.

METHOD OF MEASUREMENT

**754-4.1**  Concrete shall be measured by the cubic yard (cubic meter)
in accordance with the dimensions shown on the plans or ordered by the
Engineer.  No deductions shall be made for the volume occupied by
reinforcing steel, anchors, conduits, weep holes, or piling.

**754-4.2**  Reinforcing steel shall be measured by the pound (kg),
based on the theoretical number of pounds (kg) complete in place as
shown on the plans or placed as ordered by the Engineer.

BASIS OF PAYMENT

**754-5.1**  The accepted quantities of structural concrete will be paid
for at the contract unit price per cubic yard (cubic meter) complete in
place.

**754-5.2**  The accepted quantities of reinforcing steel will be paid
for at the contract price per pound (kg) complete in place.  No
allowance shall be made for clips, wire, or other material used for
fastening reinforcement in place.

Payment will be made under:

Item D‑754‑5.1 Structural Concrete---per cubic yard (cubic meter)

Item D‑754‑5.2 Reinforcing Steel---per pound (kg)

TESTING REQUIREMENTS

ASTM D 698 Moisture‑Density Relations of Soils and Soil‑Aggregate
Mixtures Using 5.5 lb (2.49 kg) Rammer and 12‑inch (300 mm) Drop

ASTM D 1556 Density of Soil in Place by the Sand‑Cone Method

**END OF ITEM D-754**

#