READ AND **REMOVE THIS PAGE** BEFORE PLACING

THE SPECIFICATION SECTION IN THE CONTRACT

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

[DIVISION 2: SITEWORK]{.underline}

SECTION 02630 - STORM DRAINAGE

USE: Furnishing and installing storm drainage and underdrain piping
systems using concrete, clay, steel, ductile iron, aluminum, PVC, and PE
pipe and accessories.

**NOTES TO SPECIFIER:**

A. Options within paragraphs are identified by enclosure in brackets;
blank spaces enclosed by brackets \[[ ]{.underline}\] provide for
information to be inserted, as appropriate to individual projects.

B. **TO AVOID CONFLICTING REQUIREMENTS AND COSTLY MISTAKES,** the
specifier must edit (delete, substitute or add to the text). The
remaining paragraphs must be renumbered.

C. DELETE FOR FINAL COPY: Notes to the Specifier, located between lines
of asterisks; all \[brackets\], [underlining]{.underline}, **boldface,
**and *italics* within the paragraphs; and this page. (Open Reveal Codes
\[alt F3\] to do this accurately).

D. [To Edit "(Footer B)":]{.underline} (Corel 8). **ENTIRE FOOTER SHOULD
BE BOLDED. **Click in the footer and delete the "Project Name (ftr B)"
text and replace it with the **Name Of The Project (upper/lower case).**
Replace date with current MM/YY (WITHOUT BRACKETS).

E. The Guide Specifications are intended to be continuously reviewed and
revised. User's technical comments are appreciated. Also, other related
or similar specifications that are written "from scratch" that could
benefit others, or other questions can be sent to NSTC A/E Group, ST-110
or call (303) 987-6851.

F. DESIGN NOTES:

1\. **DRAWING DATA REQUIRED: **Drawings shall include the following
information related to this section:

\< Size and location of utility storm sewers or places of termination or
disposal. Indicate pipe material or sewer construction and shape, if
known. Show storm sewer manholes, and top and invert elevations.

\< Size and location of building's storm drains. Indicate pipe material,
if known.

\< Size and location of interceptors and connections to storm drainage
systems. Show cleanout in outlet piping.

\< Size and location of building's foundation drains and subsoil drains
and connections to storm drainage systems. Indicate pipe materials, if
known.

\< Size and location of storm drainage and other sewer systems. Include
types of pipe, invert elevations, slopes of piping, manholes, catch
basins, and interceptors. Show exact location and elevation where each
connection is to be made.

\< Sizes, types, and locations of backwater valves, cleanouts, and
drains.

\< Details of pipe bedding and pipe support if required.

\< Stormwater disposal system details and sections.

\< Storm drainage system piping profiles drawn to horizontal scale of
not less than 1-inch=50-feet (1:500) and vertical scale of not less than
1-inch = 5 feet (1:50). Omit profiles if "Submittals Article in the
Specifications requires the Contractor to provide profiles. Profiles are
not usually required for small projects or for projects where conflicts
with other utilities are not probable. Indicate all major system
components and other utility types, sizes, materials, and elevations if
profiles are drawn.

\< Details of manholes, catch basins, dry wells, riprap, stormwater
detention structures, and other accessories and appurtenances. Show
dimensions, elevations, and other information not shown on plans.
Include manhole frames and covers, catch basin frames, grates, covers,
and traffic loading criteria.

\< Stormwater disposal system details and sections. Show depth of bury
of chambers, bedding, filter material, filter cover, and other pertinent
details. Show actual type, number, and size of units required or total
storage capacity required at each location.

\< Stormwater detention structure size, details, and sections.

\< Storm drainage system components. Show types, sizes, pipe
connections, and other data not specified. Include invert elevations at
critical points and at changes in directions. Show top and invert
elevations of structures.

2\. For additional MasterSpec information on storm drainage structures
and systems not included in this section due to limited use in the BLM,
contact NSTC A&E Group, ST-110 or call (303) 987-6851

3\. Use the following Standard Drawings as appropriate:

02630-1 Drainage Inlet - Type I

02630-2A Drainage Inlet - Type II

02630-2B Drainage Inlet - Type II

02630-3 Drainage Inlet - Type III

02630-4A Coupling Bands for Corrugated Metal Pipe

02630-4B Coupling Bands for Corrugated Metal Pipe

02630-4C Coupling Bands for Corrugated Metal Pipe

02630-5 Paved Waterways

**REVISIONS OF THIS SECTION:**

CSI format, editorial changes 7/01

Metric: Not Applicable

Technical Update: 7/00

**SECTION 02630**

**STORM DRAINAGE**

**[PART 1: GENERAL]{.underline}**

**1.1 SUMMARY**

**A. Section Includes: \[Furnishing\] \[and\] \[Installing\] storm
drainage piping and appurtenances.**

**B. Related Sections:**

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

**LIST ITEMS OF WORK THAT MIGHT LOGICALLY BE FURNISHED AND INSTALLED
UNDER THIS SECTION, BUT INSTEAD ARE SPECIFIED IN ANOTHER SECTION. THIS
ARTICLE IS RARELY REQUIRED.**

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

**General Information and Requirements Section 01009**

**Summary of Work Section 01010**

** Government Furnished Property Section 01019**

**Submittal Procedures Section 01330**

**Certificates Section 01331**

**1.2 SUBMITTALS**

**A. General: Submittals shall be according to \[Section 01009 - General
Information and Requirements.\] \[Section 01330 - Submittal
Procedures.\] \[and\] \[Section 1331 - Certificates.\]**

**B. Manufacturer\'s Catalog Data: Submit three copies each of the
following contractor furnished items that are to be used on this
project:**

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

**DELETE THE ITEMS THAT ARE BEING PROVIDED AS SUBMITTALS IN OTHER
SECTIONS. INSERT TYPES OF PIPING MATERIAL FOR THIS PROJECT\--FOR
EXAMPLE: CAST IRON, CORRUGATED STEEL, PVC, ETC.**

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

**1. \[\_\_\_\_\_\_\_\_\] pipe including fittings and jointing
materials.**

**2. Grout**

**3. Mortar**

**4. Gaskets**

**5. Compression Joints**

**6. Manhole Frames/Covers**

**7. Grating and Frames**

**8. \[Precast Concrete\] Manholes**

**9. \[Precast Concrete\] Base Slabs**

**10. Concrete Block**

**11. Sewer Brick**

**12. Bituminous Coating**

**13. Cold Bituminous Mastic Sealer**

**C. Installation Instructions: Submit 3 copies of manufacturer\'s
recommendations for installation procedures of the material to be placed
prior to installation.**

**D. Certificates of Conformance: Submit three copies of written
certification verifying that the Contractor-furnished items below
conform to the requirements of this section:**

**1. Pipe**

**2. Grout**

**3. Mortar**

**4. Gaskets**

**5. Compression Joints**

**6. Manhole Frames/Covers**

**7. Grating and Frames**

**8. \[Precast Concrete\] Manholes**

**9. Precast Concrete Base Slabs**

**10. Concrete Block**

**11. Sewer Brick**

**12. Bituminous Coating**

**13. Cold Bituminous Mastic Sealer**

**E. Field Test Reports: Submit three copies of quality control field
tests performed in Part 3 of this section for the following:**

**1. Swelling Test**

**2. Infiltration Test**

**3. Exfiltration Test**

**4. Hydrostatic Test**

**5. Pneumatic Plug Test**

**F. Work Plan: Submit 3 copies of the Work Plan when sewer flow is to
be interrupted. Include the following items in the plan:**

**1. Proposed Schedules**

**2. Methods**

**3. Materials**

**4. Equipment**

**G. Samples: Submit 3 each of the following items:**

**1. \[\_\_\_\_\_\_\] pipe**

**2. Gaskets**

**3. Compression Joints**

**4. Manhole Frames/Covers**

**5. Grating and Frames**

**6. Precast Concrete Manholes**

**7. Precast Concrete Base Slabs**

**8. Concrete Block**

**9. Sewer Brick**

**10. Bituminous Coating**

**11. Cold Bituminous Mastic Sealer**

**1.3 DELIVERY, STORAGE, AND HANDLING**

**A. Delivery: Inspect materials delivered to site for damage; damaged
goods shall be refused. **

**B. Storage: Store with minimum of handling. Do not store materials
directly on the ground. Store \[plastic piping and jointing materials
and\] rubber gaskets under cover out of direct sunlight. Keep the inside
of pipes and fittings free of dirt and debris. **

**C. Handling: Handle pipe, fittings, and other accessories in a manner
to ensure delivery to the trench in sound undamaged condition. \[Take
special care not to damage \[coating\] \[and\] \[lining\] on pipe and
fittings; if damaged, make repairs.\] Carry, do not drag pipe to
trench.**

**[PART 2: PRODUCTS]{.underline}**

**2.1 PIPE \[AND CULVERT\] MATERIALS**

**A. Cast‑Iron Soil Pipe and Fittings: ASTM A 74, service‑weight \[with
bell and spigot ends\].**

**1. Joints: \[ASTM C 564, compression type rubber gasket\] \[AWWA C 111
push-on type\].**

**B. Clay Pipe and Fittings: ASTM C 700, \[standard strength\] \[extra
strength\] \[bell‑and‑spigot piping only\]. **

**1. Joint Materials: ASTM C 425.**

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

**THE VARIOUS CLASSES DESIGNATE DIFFERENT D‑LOADS. WHERE
SULFATE‑RESISTANT PIPE IS REQUIRED AND CONCRETE PIPE IS TO BE AN OPTION,
SPECIFY THE USE OF TYPE II**

**OR TYPE V CEMENT.**

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

**C. Ductile-Iron Pipe and Fittings: ASTM A716**

**1. Joints: couplings and fittings shall be \[as recommended by the
pipe manufacturer\] \[standard pattern AWWA C110 for push on joints\]
\[compact pattern AWWA C 153 for push on joints\] \[AWWA C111 for rubber
gaskets\].**

**D. Concrete Pipe and Fittings:**

**1. Storm Drainage Pipe: \[Nonreinforced concrete pipe conforming to
ASTM C 14\[M\], Class \[1\] \[2\] \[3\].\] \[Bell and spigot\]
\[\_\_\_\_\_\] ends.\] \[Reinforced concrete pipe conforming to ASTM C
76\[M\], Class \[I\] \[II\] \[III\] \[IV\] \[V\], or ASTM C 655,
\[\_\_\_\] D‑Load.\]**

**2. Culvert Pipe: \[ASTM C 14\[M\] nonreinforced pipe, Class
\[\_\_\_\]\]. \[ASTM C 76\[M\] reinforced pipe, Class \[\_\_\_\]\].
\[ASTM C 506\[M\] reinforced concrete arch culvert, Class \[A-II\]
\[A-III\] \[A-IV\]\]. \[ASTM C 507\[M\] reinforced concrete elliptical
culvert, Class \[\_\_\_\]\].**

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

**DELETE BELOW IF COVERED IN CONCRETE SECTION. CAST-IN-PLACE CONCRETE
SHOULD NOT BE USED BENEATH STRUCTURES, FOR DRAIN CROSSINGS, ADJACENT TO
PAVED AREAS, OR UNDER HIGH FILLS.**

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

**3. Cast-In-Place Nonreinforced Concrete: ACI 346\[R\], except that
testing shall be the responsibility of and at no additional cost to the
Government. \[In the case of other conflicts between ACI 346\[R\] and
project specifications, requirements of ACI 346\[R\] shall govern.\]**

**4. Fittings: Shall of the same strength as the pipe.**

**5. Joints: \[Gaskets and pipe ends for rubber gasket joint shall be
according to ASTM C 443\[M\]. Gaskets shall be suitable for use with
sewage.\] \[Provide primers and lubricants as recommended by the
manufacturer. Concrete pipe joints shall be suitable for use with the
joint sealants specified.**

**a. Butyl gaskets.**

**b. ASTM C 443\[M\] rubber O-ring gaskets.**

**c. AASHTO M 198, Type B preformed plastic gaskets.**

**d. Joint Mortar: ASTM C 270.**

**E. Corrugated Steel Pipe and Fittings: \[AASHTO M 36, Types I and
II\], \[ASTM A 760\[M\], \[ASTM A 762\[M\], \[concrete lined\] \[fully
bituminous coated\] \[half bituminous coated, part paved\]. \[Bituminous
coating shall conform to ASTM A 849.\]**

**1. Type \[I\] \[II\] pipe with \[annular\] \[helical\] corrugations.**

**2. Type \[IA\] \[IIA\] pipe with helical corrugations fabricated with
a smooth steel liner of Type C precoated sheet with a polymeric coating
on both sides of not less than 0.010 inch (0.25 mm) thick conforming to
ASTM A 742.**

**3. Type \[IR\] \[IIR\] pipe with helical corrugations.**

**4. Fabricate fittings of the same material as the pipe with strength
not less than that of the pipe, and having the same size and shape of
corrugations as the pipe. Helically corrugated pipe and fittings, when
used with hugger‑type coupling bands, shall have factory‑rolled annular
corrugations at each end. \[On riveted pipe and fittings the
longitudinal seam rivets which would be under the coupling band shall be
omitted and that portion of the seam shall be welded.\] \[Provide
\[coating\] \[and\] \[paving\] as follows:**

**5. Concrete Lining: ASTM A 760 \[zinc coated\] \[aluminum coated\]
\[aluminum‑zinc alloy coated\] Type \[I\] \[IR\] corrugated steel pipe
with \[annular\] \[helical\] corrugations and a concrete lining in
accordance with ASTM A 849. The concrete lining shall be not less than
3/8 inch (9.5 mm) over the inside crest of the corrugation.**

**6. Jointing Devices: Coupling bands as specified in ASTM A 760\[M\]
\[ASTM A 762\[M\]\]. The circumference of the band shall be such that
when coupled, a 3 inch (75 mm) lap will be provided. \[Do not use
coupling bands with projections.\] Coupling bands shall be bituminous
coated to a minimum thickness of 0.05 inch (1.25 mm) \[except that
coupling bands for polymer precoated pipe shall have \[the same polymer
precoating as the pipe\] \[bituminous coating\] \[the same metallic
coating as the pipe only\]\]. **

** F. Corrugated Aluminum Pipe and Fittings: ASTM B 745\[M\] corrugated
aluminum alloy pipe. \[Corrugation size shall be \[\_\_\_\_\] by
\[\_\_\_\_\] mm (inch)\] of either:**

**1. Type \[I\] \[II\] pipe with \[annular\] \[helical\] corrugations.
**

**2. Type \[IA\] \[IR\] \[IIA\] \[IIR\] pipe with helical
corrugations.**

**3. Fabricate fittings of the same material as the pipe, of strength at
least comparable to that of the pipe, and the same size and shape of
corrugations as the pipe. \[On riveted pipe and fittings the
longitudinal seam rivets which would be under the coupling band shall be
omitted and that portion of the seam shall be welded.\]**

**4. \[Bituminous coating shall conform to ASTM A 849 Type
\[\_\_\_\_\_\].\] **

**5. Jointing Material: Coupling bands shall have the same size and
shape corrugations as the piping to which the bands are to be connected
and shall conform to ASTM B 745 \[M\], except that connecting angles
shall be omitted and the circumference of the band shall be such that
when coupled, a 3 inch (75 mm) lap will be provided. \[For hugger‑type
coupling bands, pipe shall have factory rolled annular corrugations at
each end.\] \[Do not use coupling bands with projections.\] For
tightening each coupling band, provide four 1/2 inch (13 mm) diameter
zinc‑coated steel rod hoops with silo lugs. Gaskets shall be cylindrical
in shape, fabricated of 3/8 inch thick by 6 1/2 inch (10 mm thick by
163 mm) minimum; diameter of cylindrical gasket shall be 10 percent less
than the nominal pipe diameter.\] \[Coupling bands may also be hugger
type, having a flat central section with a corrugated section near each
end designed to mesh with the annular corrugations on the pipe, and with
two bolt steel bar‑and‑strap connectors. Gaskets for use with hugger
type bands shall be O‑ring type, 1 3/16 inch (30 mm) diameter,
conforming to the requirements specified for rubber gaskets in ASTM C
361.**

**G. ABS Composite Plastic Pipe and Fittings: Poly(Vinyl Chloride)(PVC)
or Acrylonitrile‑Butadiene‑Styrene (ABS) composite pipe and fittings,
ASTM D 2680.**

**1. Jointing materials: ASTM D 2680 solvent cement and primer or ASTM D
3212 elastomeric gasket joints.**

**H. Polyvinyl Chloride (PVC) Plastic Piping: ASTM D 3034, SDR 35.
Joints shall conform to ASTM D 3212. Gaskets shall conform to ASTM F
477.\]**

**1. \[Polyvinyl Chloride (PVC) Pipe Sized 10 Inch (250 mm) Diameter and
Smaller: ASTM D 3034, SDR 35, with ends suitable for elastomeric gasket
joints. ASTM F 949 with solvent cement joints or elastomeric gasket
joints. ASTM D 3212 elastomeric gasket joints, ASTM D 2564 solvent
cement joints and ASTM F 477 gaskets.\]**

**I. Corrugated Plastic Piping: \[Corrugated poly(vinyl chloride) (PVC)
pipe conforming to ASTM F 794\] \[or\] \[corrugated, high density
polyethylene pipe (HDPE) conforming to\] \[AASHTO M252\] \[or\] \[AASHTO
M294, Type \[\_\_\_\_\_\]\]. \[PVC fittings with solvent cemented
components shall conform to ASTM D 2855 and ASTM F 402.\]**

**1. Joints and Jointing Materials: \[ASTM D 3212 for PVC pipe joints\]
\[or\] \[manufacturer\'s recommendations for HDPE joints\].**

**J. PE Piping: The pipe manufacturer\'s resin certification indicating
the cell classification of PE used to manufacture the pipe shall be
submitted prior to installation of the pipe. The minimum cell
classification for polyethylene plastic shall apply to each of the seven
primary properties of the cell classification limits in accordance with
ASTM D 3350.**

**1. Smooth Wall PE Pipe: ASTM F 714, maximum DR of 21 for pipes 3 to 24
inches (80 to 600 mm) in diameter and maximum DR of 26 for pipes 26 to
48 inches (650 to 1200 mm) in diameter. Pipe shall be produced from PE
certified by the resin producer as meeting the requirements of ASTM D
3350, minimum cell class 335434C.**

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

**CORRUGATED PE PIPE CULVERTS AND STORM DRAINS SHALL NOT BE INSTALLED
BENEATH AIRFIELD PAVEMENTS, CLASS A, B, OR C ROADS, OR ROAD PAVEMENTS
WITH A DESIGN INDEX OF 6 OR GREATER. TYPE S PIPE HAS A FULL CIRCULAR
CROSS‑SECTION, WITH AN OUTER CORRUGATED PIPE WALL AND A SMOOTH INNER
LINER. TYPE C PIPE HAS A FULL CIRCULAR CROSS‑SECTION, WITH A CORRUGATED
SURFACE BOTH INSIDE AND OUTSIDE. CORRUGATIONS MAY BE EITHER ANNULAR OR
HELICAL.**

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

**2. Corrugated PE Pipe: AASHTO M 294, Type S, produced from PE
certified by the resin producer as meeting the requirements of ASTM D
3350, minimum cell class 315412C or 324420C. Pipe walls shall have the
following properties:**

**Minimum Moment**

**Nominal Minimum of Inertia of**

**Size Wall Area (sq) Wall Section**

** mm (inches) mm/m (inches) mm (to the 4th inch)**

** 300 12 3200 1.50 390 0.024**

** 375 15 4000 1.91 870 0.053**

** 450 18 4900 2.34 1020 0.062**

** 600 24 6600 3.14 1900 0.116**

** 750 30 8300 3.92 2670 0.163**

** 900 36 9500 4.50 3640 0.222**

**3. Profile Wall PE Pipe: ASTM F 894, RSC 160, produced from PE
certified by the resin producer as meeting the requirements of ASTM D
3350, minimum cell class 334433C. Pipe walls shall have the following
properties:**

**Minimum Moment**

**Of Inertia of**

**Wall Section**

**mm (to the 4th inch)**

**Nominal Minimum Cell Cell**

**Size Wall Area (sq) Class Class**

**mm (inch) mm/m (inch) 334433C 335434C**

** 450 18 6300 2.96 850 0.052 620 0.038**

** 525 21 8800 4.15 1150 0.070 840 0.051**

** 600 24 9900 4.66 1330 0.081 970 0.059**

** 675 27 12500 5.91 2050 0.125 1490 0.091**

** 750 30 12500 5.91 2050 0.125 1490 0.091**

** 825 33 14800 6.99 2640 0.161 2160 0.132**

** 900 36 17100 8.08 3310 0.202 2700 0.165**

**1050 42 16500 7.81 4540 0.277 3720 0.227**

**1200 48 18700 8.82 5540 0.338 4540 0.277**

**K. Subsurface Drainage Piping Materials: **

**1. Clay Drain Tile: ASTM C 4, \[standard\] \[extra‑quality\]
\[heavy‑duty\].**

**2. Concrete Drain Tile: \[ASTM C 412\[M\] \[standard‑quality\]
\[extra‑quality\] \[heavy‑duty extra quality\] \[special quality\].**

**3. Perforated Clay Pipe: ASTM C 700, \[standard strength\] \[extra
strength\].**

**4. Perforated Concrete Piping: ASTM C 444\[M\], and applicable
requirements of ASTM C 14, Class \[\_\_\_\_\_\].**

**5. Perforated Corrugated Steel Piping: ASTM A 760\[M\], Type III,
zinc‑coated.**

**6. Perforated Polyvinyl Chloride (PVC) Piping: ASTM D 2729.**

**7. Perforated Polyethylene Pipe With Filter: \[AASHTO M 252.\] Piping
shall be heavy duty perforated corrugated polyethylene tubing having
uniformly spaced slots with a maximum width of 3.17 mm (1/8 inch). Nylon
filter screen shall provide covering for openings in the drain pipe. Lap
seams and weld for complete coverage.**

**a. Fittings: ASTM F 405 and ASTM D 543 couplings, tees, and end caps
for underdrains shall be heavy-duty polyethylene.**

**2.2 MISCELLANEOUS STRUCTURES AND MATERIALS**

**A. Gravel: Underdrain trench backfill shall be pit run and approved by
the Contracting Officer.**

**B. Cover for Drain Outlet: Shall be 14-gauge galvanized wire mesh
(1/4‑inch) square opening.**

**C. Hose Clamps: Shall be stainless-steel-gear type, (9/16-inch)
width.**

**D. Drainage Structures: Precast structures may be provided in lieu of
cast‑in‑place concrete except for headwalls and gutters. Pipe‑to‑wall
connections shall be mortared to produce smooth transitions and
watertight joints or provided with ASTM C 923 resilient connectors.
Bases shall have smooth inverts accurately shaped to a semicircular
bottom conforming to the inside contour of the adjacent sewer sections.
Changes in direction of the sewer and entering branches into the manhole
shall have a circular curve in the manhole invert of as large a radius
as the size of the manhole will permit.**

**1. Precast Concrete Structures: ASTM C 478\[M\]. Provide \[an air
content of 6 percent, plus or minus 2 percent and\] a minimum wall
thickness of 5 inches (125 mm). ASTM A 615\[M\] reinforcing bars. ASTM A
497 welded wire fabric. ASTM C 443\[M\] or AASHTO M198, Type B gaskets
for joint connections. Provide a 4 inch (100 mm) layer of clean gravel
bedding with a maximum size of 2 inches (50 mm).**

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

**DO NOT SPECIFY HERE IF COVERED IN OTHER SECTIONS.**

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

**E. Masonry Materials: \[Section \[\_\_\_\_\_\].\]**

**1. Brick: ASTM C 32, Grade MS, or ASTM C 62, Grade SW, except that the
absorption test will be waived.**

**2. Concrete Masonry Units: ASTM C 139.**

**3. Mortar: ASTM C 270, Type M.**

**4. Water: Water for masonry mortar shall be fresh, clean, potable.**

**5. Grout: ASTM C 476.**

**F. Erosion Control Riprap: Provide nonerodible rock not exceeding 15
inches (375 mm) in its greatest dimension and choked with sufficient
small rocks to provide a dense mass with a minimum thickness
\[8 inches\] \[(of 200 mm) \[as indicated\]\].**

**G. Manholes, Frames, Grates and Covers: See Section 02533 - Sanitary
Cleanouts, Manholes, Frames, and Covers.**

**H. CATCH BASINS**

**1. Normal-Traffic, Precast Concrete Catch Basin: ASTM C 478 \[M\],
precast, reinforced concrete, of depth indicated, with provision for
rubber casketed joints.**

**a. Base Section: 6-inch (150 mm) minimum thickness for floor slab and
4-inch (100 mm) minimum thickness for walls and base riser section, and
having separate base slab or base section with integral floor.**

**b. Riser Sections: 4-inch (100 mm) minimum thickness, 48-inch (1220
mm) diameter, and lengths to provide depth indicated.**

**c. Top Section: Eccentric-cone type, unless concentric-cone or flat
slab top type is indicated. Top of cone of size that matches grade
rings.**

**d. Gaskets: ASTM C 443 \[M\], rubber**

**e. Grade Rings: Include two or three reinforced-concrete rings, of
6-9-inch (150 to 229 mm) total thickness, that match 24-inch (610 mm)
diameter frame and grate.**

**f. Steps: fiberglass, individual steps or ladder. Include width that
allows worker to place both feet on one step and is designed to prevent
lateral slippage off step. Cast steps or anchor ladder into base, riser,
and top section sidewalls at 12-16 inch (300-400 mm) intervals. Omit
steps for catch basins less than 60 inches (1500 mm) deep.**

**g. Steps: ASTM C 478 \[M\], individual steps or ladder. Omit steps for
catch basins less than 60 inches (1500 mm) deep.**

**h. Pipe Connectors: ASTM C 923 \[M\], resilient, of size required, for
each pipe connecting to base section.**

**2. Heavy-Traffic, Precast Concrete Catch Basins: ASTM C 913, precast,
reinforced concrete; designed according to ASTM C 890 for A-16, heavy
traffic, structural loading, of depth, shape, and dimensions indicated,
with provision for rubber casketed joints.**

**a. Gaskets: Rubber**

**b. Grade Rings: Include two or three reinforced concrete rings of 6-9
inch (150-229 mm) total thickness, that match 24-inch (610 mm) diameter
frame and grate.**

**c. Steps: Fiberglass, individual steps or ladder. Include width that
allows worker to place both feet on one step and is designed to prevent
lateral slippage off step. Cast steps of anchor ladder into base, riser,
and top section sidewalls at 12-16 inch (300-400 mm) intervals. Omit
steps for catch basins less than 60 inches (1500 mm) deep.**

**d. Steps: Manufactured from deformed, 1/2 inch (13 mm) steel
reinforcement rod complying with ASTM A 615 \[M\] and encased in
polypropylene complying with ASTM D 4101. Include pattern designed to
prevent lateral slippage off step. Cast or anchor into sidewalls with
steps at 12-16 inch (300-400 mm) intervals. Omit steps for manholes less
than 60 inches (1500 mm) deep.**

**e. Pipe Connectors: ASTM C 923 \[M\], resilient, of size required, for
each pipe connecting to base section.**

**3. Cast-in-Place Concrete, Catch Basins: Construct of reinforced
concrete; designed according to ASTM C 890 for structural loading; of
depth, shape, dimensions, and appurtenances indicated.**

**a. Bottom, Walls, and Top: Reinforced concrete**

**b. Channels and Benches: Concrete**

**c. Steps: Fiberglass, individual steps or ladder. Include width that
allows worker to place both feet on one step and is designed to prevent
lateral slippage off step. Cast steps or anchor ladder into sidewalls at
12-16 inch (300-400 mm) intervals. Omit steps for catch basins less than
60 inches (1500 mm) deep.**

**d. Steps: Manufactured from deformed, 1/2 inch (13 mm) steel
reinforcement rod complying with ASTM A 615 \[M\] and encased in
polypropylene complying with ASTM D 4101. Include pattern designed to
prevent lateral slippage off step. Cast or anchor into sidewalls with
steps at 12-16 inch (300-400 mm) intervals. Omit steps for manholes less
than 60 inches (1500 mm) deep**

**4. Frames and Grates: ASTM A 536, Grade 60-40-18 ductile iron designed
for heavy-duty service. Include flat grate with small square or short
slotted drainage openings.**

**a. Size: 24 x 24 inches (610 x 610 mm) minimum, unless otherwise
indicated.**

**b. Grate Free Area: Approximately 50 percent, unless otherwise
indicated.**

**5. Frames and Grates: ASTM A 536, Grade 60-40-18, ductile iron
designed for heavy duty service. Include 24-inch (610 mm) ID by 7-9 inch
(178-229 mm) riser with 4-inch (100 mm) minimum width flange, and
26-inch (660 mm) diameter flat grade with small square or short slotted
drainage openings.**

**a. Grate Free Area: Approximately 50 percent, unless otherwise
indicated.**

**I. STORMWATER INLETS**

**1. Curb Inlets: Made with vertical curb opening, of , materials and
dimensions according to utility standards.**

**2. Gutter Inlets: Made with horizontal gutter opening, of materials
and dimensions according to utility standards. Include heavy duty frames
and grates.**

**3. Combination Inlets: Made with vertical curb and horizontal gutter
openings, of materials and dimensions according to utility standards.
Include heavy-duty frames and grates.**

**4. Frames and Grates: Heavy-duty frames and grates according to
utility standards.**

**5. Curb Inlets: Vertical curb opening, of materials and dimensions
indicated.**

**6. Gutter Inlets: Horizontal gutter opening, of materials and
dimensions indicated. Include heavy-duty frames and grates.**

**7. Combination Inlets: Vertical curb and horizontal gutter openings,
of materials and dimensions indicated. Include heavy-duty frames and
grates.**

**8. Frames and Grates: Dimensions, opening pattern, free area, and
other attributes indicated.**

**a. Material: ASTM A 536, Grade 60-40-18 minimum, ductile iron
casting**

**b. Material: ASTM A 48, Class 30 (ASTM A 48M, Class No. 200A) minimum,
gray iron casting.**

**c. Grate Free Area: Approximately 50 percent, unless otherwise
indicated.**

**J. STORMWATER DETENTION STRUCTURES**

**1. Cast In Place Concrete, Stormwater Detention Structures: Construct
of reinforced concrete bottom, walls, and top; designed according to
ASTM C 890 for A-16, heavy traffic, structural loading; of depth, shape,
dimensions, and appurtenances indicated.**

**a. Ballast: Increase thickness of concrete, as required to prevent
flotation.**

**b. Grade Rings: Include two or three reinforced concrete rings, of
6-9-inch (150-229 mm) total thickness, that match 24 inch (610 mm)
diameter frame and cover.**

**c. Steps: Fiberglass, individual steps or ladder. Include width that
allows worker to place both feet on one step and is designed to prevent
lateral slippage off step. Cast or anchor into sidewalls with steps at
12-16 inch (300-400 mm) intervals. Omit steps for structures less than
60 inches (1500 mm) deep.**

**d. Steps: Manufactured from deformed, 1/2-inch (13 mm) steel
reinforcement rod complying with ASTM A 615 \[M\] and encased in
polypropylene complying with ASTM D 4101. Include pattern designed to
prevent lateral slippage off step. Cast or anchor into sidewalls with
steps at 12-16 inch (300-400 mm) intervals. Omit steps for structures
less than 60 inches (1500 mm) deep.**

**2. Manhole Frames and Covers: ASTM A 536, Grade 60-40-18, ductile iron
castings designed for heavy duty service. Include 24 inch (610 mm) ID by
7-9 inch (178-229 mm) riser with 4 inch (100 mm) minimum width flange,
and 26 inch (660 mm) diameter cover. Include indented top design with
lettering "STORM SEWER" cast into cover.**

**[PART 3: EXECUTION]{.underline}**

**3.1 EXCAVATION**

**A. Trenching: Excavate trenches as indicated \[on the drawings.\] \[as
staked in the field.\] The width of trenches at any point below the top
of the pipe shall be not greater than the outside diameter of the pipe
plus \[\_\_\_\_\_\] inches (mm) to permit satisfactory jointing and
thorough tamping of the bedding material under and around the pipe.
Sheeting and bracing where required shall be placed within the trench
width as specified. Care shall be taken not to overexcavate. Where
trench widths are exceeded, redesign with a resultant increase in cost
of stronger pipe or special installation procedures shall be necessary.
Cost of this redesign and increased cost of pipe or installation shall
be borne by the Contractor without additional cost to the Government.**

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

**UNLESS OTHERWISE SPECIFIED, MATERIAL USED TO REPLACE UNSTABLE MATERIAL
OR ROCK EXCAVATION SHOULD BE COMPACTED TO A MINIMUM DENSITY OF 90
PERCENT FOR COHESIVE SOILS AND 95 PERCENT FOR NONCOHESIVE SOILS, AS
DETERMINED BY ASTM D 1557.**

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

**B. Removal of Rock: Rock in either ledge or boulder formation shall be
replaced with suitable materials to provide a compacted earth cushion
having a thickness between unremoved rock and the pipe of at least 8
inches (200 mm) or 1/2 inch (85 mm) for each foot (meter) of fill over
the top of the pipe, whichever is greater, but not more than
three‑fourths the nominal diameter of the pipe. Where bell‑and‑spigot
pipe is used, the cushion shall be maintained under the bell as well as
under the straight portion of the pipe. Rock excavation shall be as
specified and defined in Section 02321 - Trenching.**

**C. Removal of Unstable Material: Where wet or otherwise unstable soil
incapable of properly supporting the pipe, as determined by the
Contracting Officer, is unexpectedly encountered in the bottom of a
trench, such material shall be removed to the depth required and
replaced to the proper grade with select granular material. When removal
of unstable material is due to the fault or neglect of the Contractor in
his performance of shoring and sheeting, water removal, or other
specified requirements, such removal and replacement shall be performed
at no additional cost to the government.**

**3.2 BEDDING**

**A. Concrete Pipe: When no bedding class is specified or detailed on
the drawings, concrete pipe shall be bedded carefully in a soil
foundation accurately shaped and rounded to conform to the lowest
one‑fourth of the outside portion of circular pipe or to the lower
curved portion of pipe arch for the entire length of the pipe or pipe
arch. When necessary, the bedding shall be tamped. Bell holes and
depressions for joints shall be only of such length, depth, and width as
required for properly making the particular type of joint.**

**B. Clay Pipe: Bedding for clay pipe shall be as specified by ASTM C
12.**

**C. Corrugated Metal Pipe: Bedding for corrugated metal pipe and pipe
arch shall be in accordance with ASTM A 798. It is not required to shape
the bedding to the pipe geometry. However, for pipe arches, it is
recommended to either shape the bedding to the relatively flat bottom
arc or fine grade the foundation to a shallow v‑shape. Bedding for
corrugated structural plate pipe shall meet requirements of ASTM A
807.**

**D. Ductile Iron Pipe: Bedding for ductile iron pipe shall be as shown
on the drawings.**

**E. Plastic Pipe: Bedding for PVC and PE pipe shall meet the
requirements of ASTM D 2321. Bedding, haunching, and initial backfill
shall be either Class IB or II material.**

**3.3 PLACING PIPE**

**A. Requirements for All Pipes: Each pipe shall be carefully examined
before being laid, and defective or damaged pipe shall not be used.
Plastic pipe shall be protected from exposure to the direct sunlight
prior to laying as needed to maintain adequate pipe stiffness and meet
installation deflection requirements. Pipelines shall be laid to the
grades and alignment indicated. Proper facilities shall be provided for
lowering sections of pipe into trenches. Lifting lugs in vertically
elongated metal pipe shall be placed in the same vertical plane as the
major axis of the pipe. Under no circumstances shall pipe be laid in
water, and no pipe shall be laid when trench conditions or weather are
unsuitable for such work. Diversion of drainage or dewatering of
trenches during construction shall be provided as necessary. Deflection
of installed plastic pipe shall not exceed 4.5 percent of the nominal
inside diameter. After backfilling has been completed, the Government
may perform a deflection test on the entire length of installed plastic
pipeline using a mandrel or other suitable device. Any plastic pipe
showing deflections in excess of 4.5 percent shall be removed and
replaced at the Contractor\'s expense. All pipe in place shall be
inspected before backfilling, and those pipes damaged during placement
shall be removed and replaced.**

**B. Concrete Pipe: Install pipe and fittings in accordance with the
provisions for rubber gasket jointing and jointing procedures of ACPA
01‑103 or of ACPA 01‑102, Chapter 9. Make joints with the gaskets
previously specified for joints with this piping. Clean and dry surfaces
receiving lubricants, cements, or adhesives. Affix gaskets to pipe not
more than 24 hours prior to the installation of the pipe. Protect
gaskets from sun, blowing dust, and other deleterious agents at all
times. Before installation of the pipe, inspect gaskets and remove and
replace loose or improperly affixed gaskets. Align each pipe section
with the previously installed pipe section, and pull the joint together.
If, while pulling the joint, the gasket becomes loose and can be seen
through the exterior joint recess when the pipe is pulled up to within 1
inch (25 mm) of closure, remove the pipe and remake the joint.**

**1. Elliptical and Elliptical Reinforced Concrete Pipe: Placement shall
be so that the manufacturer\'s reference lines designating the top of
the pipe will be within 5 degrees of a vertical plane through the
longitudinal axis of the pipe. In all backfilling operations, care shall
be taken to prevent damage to or misalignment of the pipe.**

**C. Clay Pipe: Install pipe and fittings in accordance with the
requirements of ASTM C 12 for pipe laying. **

**D. Ductile Iron Pipe: Laying shall proceed upgrade with spigot ends of
bell‑and‑spigot pipe and tongue ends of tongue‑and‑groove pipe pointing
in the direction of the flow.**

**E. ABS or PVC Composite Plastic Piping: Install pipe and fittings in
accordance with the recommendations of the plastic pipe manufacturer.
Make joints with the primer and solvent cement specified for this joint;
assemble in accordance with the recommendations of the pipe
manufacturer. Handle solvent cement in accordance with ASTM F 402.**

**F. PVC Plastic Piping: Install pipe and fittings in accordance with
the requirements of ASTM D 2321 for laying and joining pipe and
fittings. **

**G. Corrugated Plastic Piping: Install pipe and fittings in accordance
with the recommendations of the pipe manufacturer. Laying shall be with
the separate sections joined firmly on a bed shaped to line and grade.**

**H. Corrugated Metal Pipe and Pipe Arch: Install \[corrugated
aluminum\] \[and\] \[corrugated steel\] pipe, and fittings in accordance
with the general requirements for installation of pipelines and with the
recommendations of \[ASTM B 788\] \[and\] \[ASTM A 798\]
\[,respectively\], except as otherwise specified in the other
subparagraphs hereunder.**

**1. Pipe laying: Handle pipe carefully so as not to damage \[coating\]
\[and\] \[paving\]. If damage occurs, give damaged areas of pipe and
couplings an application of \[coating\] \[and\] \[paving\] equal to that
specified for the pipe \[; remove pipe on which \[coating\] \[and\]
\[paving\] has been damaged to such extent that satisfactory repairs
cannot be made and replace with new, as determined by the Contracting
Officer\]. \[Install paved invert corrugated metal pipe with the paved
area centered at the bottom.\]**

**I. Multiple Culverts: Where multiple lines of pipe are installed,
adjacent sides of pipe shall be at least half the nominal pipe diameter
or 3 feet (1 meter) apart, whichever is less.**

**J. Subsurface Drainage Piping: The laying of pipe and tile shall
proceed upgrade from the lower end of the line, and shall have a uniform
pitch to the outlets. Lay drain tile with 1/8 to 1/4 inch (3 to 6 mm)
open joints. **

**3.4 JOINTS**

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

**WHERE WATERTIGHTNESS IS ESSENTIAL, PARAGRAPHS CEMENT‑MORTAR
BELL‑AND‑SPIGOT JOINT THROUGH PLASTIC SEALING COMPOUND JOINTS FOR
TONGUE‑AND‑GROOVED PIPE AND PLASTIC COUPLINGS AND FIELD JOINTS SHOULD BE
DELETED.**

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

**A. Connections to Existing Lines: Notify Contracting Officer in
writing at least 10 days prior to date that connections are to be made.
Obtain approval of the Contracting Officer before interrupting service.
Conduct work so that there is minimum interruption of service on
existing line.**

**B. Concrete Pipe: **

**1. Cement‑Mortar Bell‑and‑Spigot Joint: The first pipe shall be bedded
to the established gradeline, with the bell end placed upstream. The
interior surface of the bell shall be carefully cleaned with a wet brush
and the lower portion of the bell filled with mortar to such depth as to
bring inner surfaces of abutting pipes flush and even. The spigot end of
each subsequent pipe shall be cleaned with a wet brush and uniformly
matched into a bell so that sections are closely fitted. After each
section is laid, the remainder of the joint shall be filled with mortar,
and a bead shall be formed around the outside of the joint with
sufficient additional mortar. If mortar is not sufficiently stiff to
prevent appreciable slump before setting, the outside of the joint shall
be wrapped or bandaged with cheesecloth to hold mortar in place.**

**2. Cement‑Mortar Oakum Joint for Bell‑and‑Spigot Pipe: A closely
twisted gasket shall be made of jute or oakum of the diameter required
to support the spigot end of the pipe at the proper grade and to make
the joint concentric. Joint packing shall be in one piece of sufficient
length to pass around the pipe and lap at top. This gasket shall be
thoroughly saturated with neat cement grout. The bell of the pipe shall
be thoroughly cleaned with a wet brush, and the gasket shall be laid in
the bell for the lower third of the circumference and covered with
mortar. The spigot of the pipe shall be thoroughly cleaned with a wet
brush, inserted in the bell, and carefully driven home. A small amount
of mortar shall be inserted in the annular space for the upper
two‑thirds of the circumference. The gasket then shall be lapped at the
top of the pipe and driven home in the annular space with a caulking
tool. The remainder of the annular space then shall be filled completely
with mortar and beveled at an angle of approximately 45 degrees with the
outside of the bell. If mortar is not sufficiently stiff to prevent
appreciable slump before setting, the outside of the joint thus made
shall be wrapped with cheesecloth. Placing of this type of joint shall
be kept at least five joints behind laying operations.**

**3. Cement‑Mortar Diaper Joint for Bell‑and‑Spigot Pipe: The pipe shall
be centered so that the annular space is uniform. The annular space
shall be caulked with jute or oakum. Before caulking, the inside of the
bell and the outside of the spigot shall be cleaned.**

**a. Diaper Bands: Diaper bands shall consist of heavy cloth fabric to
hold grout in place at joints and shall be cut in such lengths that they
will extend one‑eighth of the circumference of pipe above the spring
line on one side of the pipe and up to the spring line on the other side
of the pipe. Longitudinal edges of fabric bands shall be rolled and
stitched around two pieces of wire. Width of fabric bands shall be such
that after fabric has been securely stitched around both edges on wires,
the wires will be uniformly spaced not less than 8 inches (200 mm)
apart. Wires shall be cut into lengths to pass around pipe with
sufficient extra length for the ends to be twisted at top of pipe to
hold the band securely in place; bands shall be accurately centered
around lower portion of joint.**

**b. Grout: Grout shall be poured between band and pipe from only the
high side of band, until grout rises to the top of band at the spring
line of pipe, or as nearly so as possible, on the opposite side of pipe,
to ensure a thorough sealing of joint around the portion of pipe covered
by the band. Silt, slush, water, or polluted mortar grout forced up on
the lower side shall be carefully forced out by pouring and removed.**

**c. Remainder of Joint: The remaining unfilled upper portion of the
joint shall then be filled with mortar and a bead formed around the
outside of this upper portion of the joint with a sufficient amount of
additional mortar. The diaper shall be left in place. Placing of this
type of joint shall be kept at least five joints behind actual laying of
pipe. No backfilling around joints shall be done until joints have been
fully inspected and approved.**

**4. Cement‑Mortar Tongue‑and‑Groove Joint: The first pipe shall be
bedded carefully to the established gradeline with the groove upstream.
A shallow excavation shall be made underneath the pipe at the joint and
filled with mortar to provide a bed for the pipe. The grooved end of the
first pipe shall be carefully cleaned with a wet brush, and a layer of
soft mortar applied to the lower half of the groove. The tongue of the
second pipe shall be cleaned carefully with a wet brush; while in
horizontal position, a layer of soft mortar shall be applied to the
upper half of the tongue. The tongue end of the second pipe then shall
be inserted in the grooved end of the first pipe until mortar is
squeezed out on interior and exterior surfaces. Sufficient mortar shall
be used to fill the joint completely and to form a bead on the
outside.**

**5. Cement‑Mortar Diaper Joint for Tongue‑and‑Groove Pipe: The joint
shall be of the type described for cement‑mortar tongue‑and‑groove joint
in this paragraph, except that the shallow excavation directly beneath
the joint shall not be filled with mortar until after a gauze or
cheesecloth band dipped in cement mortar has been wrapped around the
outside of the joint. The cement‑mortar bead at the joint shall be at
least 1/2 inch (15 mm), thick and the width of the diaper band shall be
at least 8 inches (200 mm). The diaper shall be left in place. Placing
of this type of joint shall be kept at least five joints behind the
actual laying of the pipe. No backfilling around the joints shall be
done until the joints have been fully inspected and approved.**

**6. Plastic Sealing Compound Joints for Tongue‑and‑Grooved Pipe:
Sealing compounds shall follow the recommendation of the particular
manufacturer in regard to special installation requirements. Surfaces to
receive lubricants, primers, or adhesives shall be dry and clean.
Sealing compounds shall be affixed to the pipe not more than 3 hours
prior to installation of the pipe, and shall be protected from the sun,
blowing dust, and other deleterious agents at all times. Sealing
compounds shall be inspected before installation of the pipe, and any
loose or improperly affixed sealing compound shall be removed and
replaced. The pipe shall be aligned with the previously installed pipe,
and the joint pulled together. If, while making the joint with
mastic‑type sealant, a slight protrusion of the material is not visible
along the entire inner and outer circumference of the joint when the
joint is pulled up, the pipe shall be removed and the joint remade.
After the joint is made, all inner protrusions will be cut off flush
with the inner surface of the pipe. If nonmastic‑type sealant material
is used, the \"Squeeze‑Out\" requirement above shall be waived.**

**7. Flexible Watertight Joints: Gaskets and jointing materials shall be
as recommended by the particular manufacturer in regard to use of
lubricants, cements, adhesives, and other special installation
requirements. Surfaces to receive lubricants, cements, or adhesives
shall be clean and dry. Gaskets and jointing materials shall be affixed
to the pipe not more than 24 hours prior to the installation of the
pipe, and shall be protected from the sun, blowing dust, and other
deleterious agents at all times. Gaskets and jointing materials shall be
inspected before installing the pipe; any loose or improperly affixed
gaskets and jointing materials shall be removed and replaced. The pipe
shall be aligned with the previously installed pipe, and the joint
pushed home. If, while the joint is being made the gasket becomes
visibly dislocated the pipe shall be removed and the joint remade.**

**8. External Sealing Band Joint for Noncircular Pipe: Surfaces to
receive sealing bands shall be dry and clean. Bands shall be installed
in accordance with manufacturer\'s recommendations.**

**C. Clay Piping: Make joints with a compression joint material
specified for joints with this piping and assemble in accordance with
the recommendations of the manufacturer of the pipe.**

**D. PVC Plastic Pipes: Joints shall be solvent cement or elastomeric
gasket type in accordance with the specification for the pipe and as
recommended by the pipe manufacturer. Assemble in accordance with the
requirements of ASTM D 2321 for assembly of joints. Make joints to other
pipe materials in accordance with the recommendations of the plastic
pipe manufacturer.**

**E. PE Piping: **

**1. Smooth Wall PE Plastic Pipe: Pipe shall be joined using butt fusion
method as recommended by the pipe manufacturer.**

**2. Corrugated PE Plastic Pipe: Water tight joints shall be made using
a PVC or PE coupling and rubber gaskets as recommended by the pipe
manufacturer. Rubber gaskets shall conform to ASTM F 477. Soil tight
joints shall conform to the requirements in AASHTO‑01, Division II,
Section 26.4.2.4. (e) for soil tightness and shall be as recommended by
the pipe manufacturer.**

**3. Profile Wall PE Plastic Pipe: Joints shall be gasketed or thermal
weld type with integral bell in accordance with ASTM F 894.**

**F. Corrugated Metal Pipe:**

**1. Field Joints: Transverse field joints shall be of such design that
the successive connection of pipe sections will form a continuous line
free of appreciable irregularities in the flow line. In addition, the
joints shall meet the general performance requirements described in ASTM
A 798. The space between the pipe and connecting bands shall be kept
free from dirt and grit so that corrugations fit snugly. The connecting
band, while being tightened, shall be tapped with a soft‑head mallet of
wood, rubber or plastic, to take up slack and ensure a tight joint. The
annular space between abutting sections of part paved, and fully paved
pipe and pipe arch, in sizes 30 inches (750 mm) or larger, shall be
filled with a bituminous material after jointing. Field joints for each
type of corrugated metal pipe shall maintain pipe alignment during
construction and prevent infiltration of fill material during the life
of the installations. The type, size, and sheet thickness of the band
and the size of angles or lugs and bolts shall be as indicated or where
not indicated, shall be as specified in the applicable standards or
specifications for the pipe.**

**2. Flexible Watertight, Gasketed Joints: Installation shall be as
recommended by the gasket manufacturer for use of lubricants and cements
and other special installation requirements. The gasket shall be placed
over one end of a section of pipe for half the width of the gasket. The
other half shall be doubled over the end of the same pipe. When the
adjoining section of pipe is in place, the doubled‑over half of the
gasket shall then be rolled over the adjoining section. Any unevenness
in overlap shall be corrected so that the gasket covers the end of pipe
sections equally. Connecting bands shall then be centered over adjoining
sections of pipe, and rods or bolts placed in position and nuts
tightened. Band Tightening: The band shall be tightened evenly, even
tension being kept on the rods or bolts, and the gasket shall be closely
observed to see that it is seating properly in the corrugations.
Watertight joints shall remain uncovered for a period of time
designated, and before being covered, tightness of the nuts shall be
measured with a torque wrench. If the nut has tended to loosen its grip
on the bolts or rods, the nut shall be retightened with a torque wrench
and remain uncovered until a tight, permanent joint is assured.**

**G. Subsurface Piping: Joints between the tile shall be covered with
one thickness of the jointing material specified; material shall overlap
the joint not less than 4 inches (100 mm) on each side and shall cover
the tile for not less than the upper half or more than the upper
two‑thirds of the circumference of the tile. \[\[Lay perforated clay
pipe\] \[and\] \[perforated concrete pipe\] without filling the pipe
joints, but with positive provision for centering each section of pipe
in the bell \[or groove\] of the placed section.\] \[\[Perforated
corrugated aluminum pipe\] \[and\] \[perforated corrugated steel pipe\]
shall have joints made with standard coupling bands in a manner approved
by the Contracting Officer.\] Provide vertical pipe at the high points
in each drain run, for testing purposes. Connect the vertical pipe
sections into the drains by means of tees, and extend to the height
indicated. Fit the upper hub ends with screwed plugs. Make joints in
cast‑iron sections with fiber gaskets.**

**3.5 DRAINAGE STRUCTURES**

**A. Manholes, Inlets, and Steel Ladder: See Section 02533 - Sanitary
Cleanouts, Manholes, Frames, and Covers.**

**B. Walls and Headwalls: Construction shall be as indicated on the
drawings.**

**C. Metal Work: Perform metal work so that workmanship and finish will
be equal to the best practice in modern structural shops and foundries.
Form iron \[and steel\] to shape and size with sharp lines and angles.
Do shearing and punching so that clean true lines and surfaces are
produced. Make castings sound and free from warp, cold shuts, and blow
holes that may impair their strength or appearance. Give exposed
surfaces a smooth finish with sharp well‑defined lines and arises.
Provide rabbets, lugs, and brackets wherever necessary for fitting and
support. **

**1. \[Apply zinc coating to steel gratings after fabrication in
accordance with ASTM A 653\[M\].\] \[Clean surfaces of steel frames and
covers to bare metal. For surfaces contaminated with rust, dirt, oil,
grease, or other contaminants, wash with solvents until thoroughly
clean. Immediately after cleaning, coat surfaces with a coat of
pretreatment coating, applied to a dry film thickness of 0.3 to 0.5 mil
(0.008 to 0.013 mm); or apply a crystalline phosphate coating. As soon
as practicable after the pretreatment coating has dried, prime treated
surfaces with a coat of \[\_\_\_\_\_\] applied to a minimum dry film
thickness of \[\_\_\_\_\_\]mils (mm). If primed surfaces are damaged
before removal from the shop, retouch with primer.\]**

**2. Field Painting: \[After installation, clean cast‑iron frames,
covers, gratings, and steps not buried in masonry or concrete to bare
metal of mortar, rust, grease, dirt, and other deleterious materials and
apply a coat of bituminous paint.\] \[After installation, clean steel
covers and steel or concrete frames not buried in masonry or concrete to
bare metal of mortar, dirt, grease, and other deleterious materials.
Apply a coat of primer, \[\_\_\_\_\_\], to a minimum dry film thickness
of \[\_\_\_\_\] mil (mm); and apply a top coat, \[\_\_\_\_\_\] to a
minimum dry film thickness of \[\_\_\_\_\] mil (mm), color optional.\]
Do not paint surfaces subject to abrasion.**

**3.6 BACKFILLING**

**A. Backfilling Pipe in Trenches: After the pipe has been properly
bedded, selected material from excavation or borrow, at a moisture
content that will facilitate compaction, shall be placed along both
sides of pipe in layers not exceeding 6 inches (150 mm) in compacted
depth. The backfill shall be brought up evenly on both sides of pipe for
the full length of pipe. Care shall be taken to ensure thorough
compaction of the fill under the haunches of the pipe. Each layer shall
be thoroughly compacted with mechanical tampers or rammers. This method
of filling and compacting shall continue until the fill has reached an
elevation of at least 12 inches (300 mm) above the top of the pipe. The
remainder of the trench shall be backfilled and compacted by spreading
and rolling or compacted by mechanical rammers or tampers in layers not
exceeding \[\_\_\_\_\] inches (millimeters). Tests for density will be
made as necessary to ensure conformance to the compaction requirements
specified elsewhere in this paragraph. Where it is necessary in the
opinion of the Contracting Officer, any sheeting or portions of bracing
used shall be left in place and the contract will be adjusted
accordingly. Untreated sheeting shall not be left in place beneath
structures or pavements.**

**B. Backfilling Pipe in Fill Sections: For pipe placed in fill
sections, backfill material and the placement and compaction procedures
shall be as specified elsewhere in this paragraph. The fill material
shall be uniformly spread in layers longitudinally on both sides of the
pipe, not exceeding 6 inches (150 mm) in compacted depth, and shall be
compacted by rolling parallel with pipe or by mechanical tamping or
ramming. Prior to commencing normal filling operations, the crown width
of the fill at a height of 12 inches (300 mm) above the top of the pipe
shall extend a distance of not less than twice the outside pipe diameter
on each side of the pipe or 12 feet, (4 m), whichever is less. After the
backfill has reached at least 12 inches (300 mm) above the top of the
pipe, the remainder of the fill shall be placed and thoroughly compacted
in layers not exceeding \[\_\_\_\_\] inches (mm).**

**C. Movement of Construction Machinery: In compacting by rolling or
operating heavy equipment parallel with the pipe, displacement of or
injury to the pipe shall be avoided. Movement of construction machinery
over a culvert or storm drain at any stage of construction shall be at
the Contractor\'s risk. Any damaged pipe shall be repaired or
replaced.**

**D. Compaction: Cohesionless materials include gravels, gravel‑sand
mixtures, sands, and gravelly sands. Cohesive materials include clayey
and silty gravels, gravel‑silt mixtures, clayey and silty sands,
sand‑clay mixtures, clays, silts, and very fine sands. **

**1. Minimum Density: Backfill over and around the pipe and backfill
around and adjacent to drainage structures shall be compacted at the
approved moisture content to the following applicable minimum density
(densities) which will be determined as specified in this paragraph.**

**a. Under \[airfield and heliport pavements,\] paved roads, streets,
parking areas, and similar‑use pavements including adjacent shoulder
areas, the density shall be not less than 90 percent of maximum density
for cohesive material and 95 percent of maximum density for cohesionless
material, up to the elevation where requirements for pavement subgrade
materials and compaction shall control.**

**b. Under unpaved or turfed traffic areas, density shall not be less
than 90 percent of maximum density for cohesive material and 95 percent
of maximum density for cohesionless material.**

**c. Under nontraffic areas, density shall be not less than that of the
surrounding material.**

**E. Determination of Density: Testing shall be the responsibility of
the Contractor and performed at no additional cost to the Government.
Testing shall be performed by an approved commercial testing laboratory
or by the Contractor subject to approval. Tests shall be performed in
sufficient number to ensure that specified density is being obtained.
Laboratory tests for moisture‑density relations shall be made in
accordance with ASTM D 1557 except that mechanical tampers may be used
provided the results are correlated with those obtained with the
specified hand tamper. Field density tests shall be determined in
accordance with ASTM D 2167 or ASTM D 2922. When ASTM D 2922 is used,
the calibration curves shall be checked and adjusted, if necessary,
using the sand cone method as described in paragraph Calibration of the
referenced publications. ASTM D 2922 results in a wet unit weight of
soil and when using this method ASTM D 3017 shall be used to determine
the moisture content of the soil. The calibration curves furnished with
the moisture gauges shall be checked along with density calibration
checks as described in ASTM D 3017 or ASTM D 2922. Test results shall be
furnished the Contracting Officer. The calibration checks of both the
density and moisture gauges shall be made at the beginning of a job on
each different type of material encountered and at intervals as
directed.**

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

**WHEN THE QUANTITY OF PIPE REQUIRED FOR A PROJECT IS SO SMALL THAT THE
PROVISIONS FOR TESTING AND CERTIFICATION OF WATERTIGHTNESS OF JOINTS
APPEARS TO BE ECONOMICALLY UNFEASIBLE, SUCH PROVISIONS SHOULD BE
DELETED. SELECT APPROPRIATE LEAKAGE RATE. DELETE PARAGRAPH WHEN
WATERTIGHT JOINTS ARE NOT REQUIRED.**

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

**3.7 FIELD TESTING**

**A. Field Tests and Inspections: Contractor shall provide labor,
equipment, and incidentals required for testing \[, except that water
and electric power needed for field tests will be furnished as set forth
in Section \[\_\_\_\_\_, \"\_\_\_\_\_.\"\]\] or engage the services of a
firm to provide the necessary testing. The Contracting Officer will
conduct field inspections and witness field tests specified in this
section. The Contractor shall be able to produce evidence, when
required, that each item of work has been constructed properly in
accordance with the drawings and specifications.**

**B. Leakage Tests: Test lines for leakage by either infiltration tests
or exfiltration tests. Prior to testing for leakage, backfill trench up
to at least the lower half of pipe. When necessary to prevent pipeline
movement during testing, place additional backfill around pipe
sufficient to prevent movement, but leaving joints uncovered to permit
inspection. When leakage exceeds the amount specified below, make
satisfactory correction and retest pipeline section in the same manner.
Correct visible leaks regardless of leakage test results. Amount of
leakage, as measured by either infiltration or exfiltration test shall
not exceed:**

**1. 250 gallons per inch diameter per mile of pipeline per day\]
(\[23.5 liters per mm diameter per kilometer of pipeline per day\])**

**2. 0.2 gallons per inch diameter per 100 feet of pipeline per hour\]
(\[0.03 liters per mm diameter per 30 m of pipeline per hour\])**

**3. \[500\] gallons per inch of diameter per day per mile of pipeline.
(\[47\] liters per millimeter of diameter per day per kilometer)**

**4. \[Infiltration\] \[and\] \[exfiltration\] tests for installed
concrete pipe shall be performed in accordance with (ASTM C 969\[M\].**

**C. Hydrostatic Test on Watertight Joints: Cement or corrugated‑metal
pipes joined straight shall withstand 10 psi (69 kilopascal) for 24
hours without failure. When test is completed test sections shall be
angled and retested at 10 psi (69 kilopascal) for an additional
24 hours.**

**1. Test results for concrete pipe shall conform to \[ASTM C 443\[M\]\]
\[AASHTO M 198\].**

**2. Test results for clay pipe shall conform to ASTM C 425.**

**D. Low Pressure Air Test of Conduit: Acceptance tests for installed
ferrous and plastic piping shall be in accordance with ASTM F 1417.**

**E. Deflection Testing: Perform a deflection test on entire length of
installed plastic pipeline on completion of work adjacent to and over
the pipeline, including leakage tests, backfilling, placement of fill,
grading, paving, concreting, and any other superimposed loads.
Deflection of pipe in the installed pipeline under external loads shall
not exceed 4.5 percent of the average inside diameter of pipe. Determine
whether the allowable deflection has been exceeded by use of a
pull‑through device or a deflection measuring device.**

**a. Pull‑through device: Pass the pull‑through device through each run
of pipe, either by pulling it through or flushing it through with water.
If the device fails to pass freely through a pipe run, replace pipe
which has the excessive deflection and completely retest in same manner
and under same conditions as specified.**

**b. Deflection measuring device procedure: Measure deflections through
each run of installed pipe. If deflection readings in excess of 4.5
percent of average inside diameter of pipe are obtained, retest pipe by
a run from the opposite direction. If retest continues to show a
deflection in excess of 4.5 percent of average inside diameter of pipe,
remove pipe which has excessive deflection, replace with new pipe, and
completely retest in same manner and under same conditions.**

**c. Any pipe showing deflections in excess of 5 percent at the end of
one year following installation and acceptance shall be replaced at no
cost to the Government.**

**F. Field Tests for Concrete: See Field testing requirements covered in
Section 03310 - Structural Concrete.**

**[PART 4: MEASUREMENT AND PAYMENT]{.underline}**

**4.1 METHOD OF MEASUREMENT**

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

**WHEN A \"LUMP SUM\" CONTRACT IS USED, DELETE THE TITLE PART 4:
MEASUREMENT AND PAYMENT, AND BOTH ARTICLES FROM THIS SECTION.
MEASUREMENT AND PAYMENT WILL BE ADDRESSED IN PART 4 OF SECTION 01009 -
GENERAL INFORMATION AND REQUIREMENTS OR SECTION 01010 - SUMMARY OF
WORK.**

**WHEN NOT A \"LUMP SUM\" CONTRACT, SELECT APPLICABLE PHRASES; USE THE
\"NO MEASUREMENT\" PHRASE WHEN NONE OF THE PAY ITEMS IN THIS SECTION ARE
INCLUDED IN THE BID SCHEDULE.**

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

**A. Units: \[The work described in this section will\] \[not be
measured for payment.\] \[be measured and paid for on a lump sum
basis.\]**

**1. \[Excavation and backfill of underdrain trenches will be considered
as a portion of structure installation and will not be measured for
separate payment.**

**2. The length of pipe installed will be measured along the centerlines
of the pipe from end to end of pipe without deductions for diameter of
manholes. Pipe will be measured and paid for by the number of linear
feet (meters) of culverts or storm drains placed in the accepted work.
**

**3. Underdrain pipe will be paid for by lump sum provided in the Bid
Schedule.\]**

**4. Walls and headwalls will be measured by the number of cubic yards
(meters) of reinforced concrete, plain concrete, or masonry used in the
construction of the walls and headwalls. Wall and headwalls will be paid
for at the contract unit price for the number of walls and headwalls
constructed in the completed work.**

**5. Flared end sections will be measured by the unit. Flared end
sections will be paid for at the contract unit price for the various
sizes in the accepted work.**

**4.2 BASIS OF PAYMENT**

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

**WHEN NOT A \"LUMP SUM\" CONTRACT, SELECT APPLICABLE PHRASES; USE THE
\"NO DIRECT PAYMENT\" PHRASE WHEN NONE OF THE PAY ITEMS IN THIS SECTION
ARE INCLUDED IN THE BID SCHEDULE.**

**WHEN NOT A \"LUMP SUM\" CONTRACT AND PAYMENT IS TO BE MADE UNDER THIS
SECTION, SELECT APPLICABLE PAY ITEMS. DO NOT CHANGE PAY ITEM NUMBER.
WHEN MORE THAN ONE DIAMETER OR GAUGE IS SPECIFIED FOR ANY PAY ITEM,
LETTER SUFFIXES WILL BE ADDED AFTER THE PARENTHESIS OF THE ITEM NUMBER.
WHEN GOVERNMENT-FURNISHED PROPERTY IS SPECIFIED FOR PAY ITEMS, THE
LETTER SUFFIX GF WILL BE ADDED AFTER THE PARENTHESIS OF THE ITEM
NUMBER.**

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

**A. Payment: \[No direct payment for the work described under this
section will be made. Consideration for this item shall be included in
the bid price for other items of the Contract.\] \[Prices and payment
will be full compensation for the work described in this section.
Payment will be made under:\]**

**[Pay Item]{.underline}[ ]{.underline}[ ]{.underline}[ ]{.underline}[
]{.underline}[ ]{.underline}[ ]{.underline}[ ]{.underline}[
]{.underline}[ ]{.underline}[ ]{.underline}[ ]{.underline}[
]{.underline}[Pay Unit]{.underline}**

** 02630(01) Underdrains. . . . . . . . . . . . . . . . . . . Lump Sum**

**02630(10) Culvert/Storm Drain Pipe \[\_\_\_\_\] Dia Linear Foot (mm)**

**02630(20) Reinforced Concrete Cubic Foot(Meter)**

**02630(30) Nonreinforced Concrete Cubic Foot(Meter)**

**02630(40) Masonry Cubic Foot(Diameter)**

**02630(50) Flared End Section \[\_\_\_\] Diameter Each**

**02630(60) Riprap Lump Sum**

**02630(50) Flared End Section \[\_\_\_\] Diameter Each**

**END OF SECTION**

**WORK DATA SHEET**

**FOR**

**SECTION 02630 - UNDERDRAINS**

**Pipe Length:
\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_**

**Pipe Size:
\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_**

**Pipe Appurtenances:
\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_**

**(couplings, tees, and end caps)
\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_**

**Geotextile:
\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_\_**

**When several projects requiring underdrains are included, a tabular
format may be more appropriate. (06/94)**