PRIME CONDUIT
VYLONÒ PVC LARGE DIAMETER
CLOSED PROFILE
GRAVITY SEWER PIPE
STANDARD
SPECIFICATIONS
I. GENERAL
The work in this section
includes furnishing all labor, equipment, and materials required to supply, install,
and test (PVC) closed profile wall pipe, including accessories, as shown on the
drawings and/or specified herein.
B. QUALITY
ASSURANCE
1.
The contractor shall submit to the Engineer written evidence that the
pipe furnished under this specification is in conformance with the material and
mechanical requirements specified herein.
Certified copies of independent laboratory test results from the pipe
supplier may be considered evidence of compliance provided such tests are
performed in accordance with the appropriate ASTM testing standards by
experienced, competent personnel.
2.
Each PVC closed profile wall pipe length and fitting shall be clearly
marked with the following:
a. Manufacturer’s
Name
b. Nominal Pipe
Size
c. Cell
Classification
d. ASTM F 1803
Designation
e. Pipe Stiffness
- 46 PSI
3. All pipe shall be factory air tested with
gasket in place and marked accordingly.
C. SHOP DRAWINGS AND
ENGINEERING DATA
1.
Complete shop drawings and engineering data on all piping and
accessories shall be submitted to the Engineer in accordance with the submittal
requirements of the project specifications.
D. HANDLING/STORAGE
1.
The pipe shall be handled carefully with nylon slings. The pipe can be unloaded/transported with
construction equipment rigged with an “extra long fork” attachment.
2.
All pipe and accessories shall be stored on flat, level ground with no
rocks or other objects under the pipe.
3.
The maximum recommended stacking height for PVC closed profile wall
pipe is given below:
Pipe Size Number
of Rows
21 inch 6
24 inch 5
27 inch 5
30 inch 4
36 inch 3
48 inch 2
54 inch 1
II. PVC PIPE MATERIALS
A. GENERAL
1.
Apart from structural voids and hollows associated with profile wall
designs, the pipe and fittings shall be homogenous throughout and free from
visible cracks, holes, foreign inclusions and other injurious defects. The pipe shall be as uniform as commercially
practical in color, opacity, density and other physical properties.
2.
Unless otherwise shown on the drawings or directed by the Engineer or
manufacturer, the maximum depth of cover, measured from the pipe crown to the
ground surface, permitted for all 21” to 54” sizes of VylonÒ Pipe PS-46 will be 50 ft.
with standard bedding. (See Bedding Recommendation sheet.) The allowable depths are based on the
assumption that the ground water level or phreatic surface is at surface grade
elevation. For less severe conditions deeper installations are acceptable.
Consult pipe manufacturer for recommendations.
B. PVC LARGE DIAMETER
CLOSED PROFILE PIPE
1.
PVC profile wall pipe and fittings shall be manufactured in accordance
with the requirements of ASTM F 1803 latest edition.
2.
PVC profile wall pipe shall be made from a compound meeting the
requirements of cell classification 12364A as defined by ASTM D 1784. (See
Specification and Properties Sheet for VylonÒ Pipe & Fittings.)
C. JOINTS
1.
PVC profile wall pipe joints shall be the bell and spigot type.
2.
Gaskets shall meet the requirements of ASTM F 477 and be molded into a
circular form or extruded to the proper section, then spliced into circular
form, and shall be made of a properly cured high grade elastomeric compound.
3.
Gaskets shall be factory installed and chemically bonded to the bell
end of the pipe. Field installed gaskets
and field cut beveled lengths of pipe shall be done in accordance with the
manufacturer’s instructions and recommended equipment and materials.
4.
All pipe gaskets and spigots will be thoroughly cleaned and lubricated
before assembly.
III. INSTALLATION REQUIREMENTS
A. GENERAL
Installation shall be in
accordance with the recommendations contained herein and in the pipe
manufacturer’s installation guide. All
applicable safety regulations shall be followed:
B. FILL MATERIALS
1.
Pipe Bedding and Backfill Materials:
a. Class I. The following materials will be
considered Class I in this specification.
(1) ASTM D 448 - Stone Sizes No. 5, 56, 57, 6,
67, and 68.
(2) Clean, well graded crushed rock with a
maximum particle size of 1” and with not more than five percent (5%) passing
the #8 Sieve.
(3) #10 CHAT (rock crusher tailings) or regional
equal.
b. Class II.
Coarse grain soils with little or no fines such as GW, GP, SW and SP
containing less than twelve percent (12%) fines. Maximum particle size - 1”.
c. Class III. Coarse grain soils with fines. GM,
GC, SM and SC containing no more than twenty-five percent (25%) fines. Maximum
particle size to be less than 1”.
d. Where cement stabilized sand is used, it
shall be eight percent (8%) minimum by weight Port-land Cement. The sand
aggregate shall be clean with less than ten percent (10%) fines and meet
Standards for concrete sand. Cement sand shall have a minimum unconfined
compressive strength of 300 psi at seven (7) days. All cement and sand shall be
placed and compacted within two and one half (2 ½) hours after application of
water. After placement, it shall be protected against drying for seven (7)
days.
C. TRENCH
PREPARATION
1.
Trench Excavation
a. TRENCHING:
Trenches shall be open cut to proper depth and alignment for the installation
of pipe and appurtenances as shown on the Plans. The overall trench width
within the pipe zone shall be shown on the Plans for the appropriate type of
pipe and shall be as follows:
Minimum
Pipe
Diameter Trench
Width
21” - 54” Pipe
O.D. + 18”
There is no restriction on
the maximum trench width.
Shoring of trenches shall
follow the requirements set forth in the soils report and State and Federal
Safety requirements. If trench sloping is substituted for shoring, the slope
shall be in accordance with all applicable safety regulations. Trench walls
below the elevation of the pipe crown should be maintained as vertical as
possible.
Where excavation causes caving, excavation
within the pipe zone to be wider than specified, the Contractor shall remove
all loose and sloughed in material from the trench and replace with compacted
granular material.
Where the bottom of the trench at sub
grade is found to be spongy and soft or includes organic material, the
Contractor shall excavate and remove such undesirable materials to the width of
the trench and depth of at lease six (6) inches or as required so as to provide
a firm foundation for the pipe. The over-excavation shall be replaced with
granular material and compacted to a minimum of eighty-five (85%) Standard
Proctor per ASTM D 698.
b. DEWATERING:
The Contractor shall provide and maintain at all times during construction
ample means and devices with which to promptly remove and properly dispose of
all water, from any source whatsoever, entering the trench or structure
excavation or other parts of the work.
Pipe trenches or structure excavation
shall be kept free from water during excavation, construction, pipe laying and
joining. The method of dewatering shall maintain a phreatic water surface below
the bedding material.
c. ROCK
EXCAVATION: Rock is defined as sound and solid masses, layers, or ledges.
Whenever trenching is required through
rock, the rock shall be removed to the width of the trench and to a minimum
depth of four (4) inches below the pipe barrel. The over-excavation shall be
replaced with granular material.
d. TRENCH
SUPPORT: If trench support is used, the Contractor shall follow the
recommendations in the pipe manufacturer’s installation guide and comply with
all applicable safety regulations.
Shoring, sheeting or trench shields shall
be utilized in such a manner as to minimize disturbance of the bedding material
beneath the pipe crown. Whenever possible, trench support should not extend
below the pipe crown. If trench support is necessary below the crown, it should
either be left in place or consist of steel sheets ¾” thick or less which can
be extracted with minimal disturbance.
Dragging of a trench shield at pipe grade
should only be done when it is demonstrated that such practices will not
disturb the bedding, such as with the use of a compaction shield (or cut out
section) at the trailing edge of the shield. If a trench shield inadvertently
slips below the pipe crown it should be raised vertically and granular
embedment material should be placed and compacted in the void created by the
shield.
IV. PIPE
LAYING
A. Before sewer pipe is placed in position in
the trench, the bottom and sides of the trench shall be carefully prepared, the
required bedding placed, and bracing and sheeting installed where required. The
trench shall be excavated to the dimensions shown on the drawings. Each pipe
shall be accurately placed to the line and grade called for on the drawings.
Grade shall be controlled by a laser beam or batter boards and a Mason’s line.
B. All pipe and fittings shall be inspected
before it is placed in the trench.
C. Pipe laying shall proceed upgrade, starting
at the lower end of the grade and with the bells uphill.
D. Trench bottoms found to be unsuitable for
foundations after pipe laying operations have started shall be corrected and
brought to grade with approved compacted materials.
E. Pipe trenches shall be kept free from water
during pipe laying, joining or before sufficient backfill has been placed to
prevent flotation of the pipe. The Contractor may use sump pumps, well points,
or any other devices to remove water from the trench bottom. Small puddles that
are no closer than 4” from the bottom of the pipe are acceptable. The
Contractor shall provide ample means and devices to promptly remove and dispose
of all water from any source entering the trench.
F. No connection shall be made where joint
surfaces and joint materials have been soiled by earth or embedment in handling
until such surfaces are thoroughly cleaned.
G. As the work progresses, the interior of all
pipes shall be kept clean. After each line of pipe has been laid, it shall be
carefully inspected and all earth, trash, rags, and other foreign matter
removed from the interior.
H. Backfilling of trenches shall be started
immediately after the pipe is placed in the trench.
I. Backfill material placed under the haunches
shall be shovel sliced or compacted depending on class of embedment.
J. PIPE BEDDING
1. General:
Where the depth of cover is twenty-five (25) feet or less, pipe bedding for 21”
- 54” pipe shall be defined as that portion of the pipe zone which extends from
4” below the bottom of the pipe to a point 6” above the top of the pipe. Where
depth of cover exceeds twenty-five (25) ft., the pipe zone shall extend to 12”
above the top of the pipe.
2. Bedding
Material: The pipe bedding shall be Class I, II, or III material as defined
on the previous page and shown on the Bedding Recommendation Sheet. Prior to laying the pipe the foundation
material shall be trimmed to grade, such that each pipe section is fully
supported along the entire length of the pipe barrel.
K. TRENCH
BACKFILLING
1. General:
All trenches shall be backfilled immediately after the pipe has been laid and
inspected. Backfilling shall include the refilling and compaction, where
required of the fills in the trenches or excavation to the existing ground
surface or to the existing road sub grade.
Following the laying of the pipe, the pipe
shall be centered in the trench, adjusted to line and grade, and the initial
bedding material shall be carefully placed on both sides of the pipeline. The
bedding material shall be sliced under the haunches of the pipe to fill all
voids. The slicing shall be per-formed
when the bedding material is no higher than 12” above the bottom of the pipe.
2. Bedding:
Bedding material shall be placed within the pipe zone 4” below the pipe to 6”
above the pipe crown as shown in the Bedding Recommendation Sheet.
Bedding material shall be Class I, Class II
or Class III as defined in Section III-B “Fill Materials”.
3. Backfilling
Within the Pipe Zone: The pipe zone shall be backfilled with bedding
material and where required compacted by mechanical means as shown in the
Bedding Recommendation Sheet. Where the
cover depth is less than or equal to twenty-five (25) ft., Class I backfill
does not require compaction. Class I material must be shovel sliced under the
haunches and voids eliminated.
4. Backfill
Above the Pipe Zone: The remaining portion of the trench from the pipe zone
to the existing ground level or road sub grade shall be backfilled with
material excavated from the trench. The back-fill material shall be free of
rubbish, frozen material, broken pavement, other debris, and stones greater
than 4” in diameter, organic material, or other material considered deleterious
for a distance of at least two (2) ft. above the pipe crown.
L. CONSOLIDATION
FOR CLASS II, III MATERIALS
1. General:
Pipe zone backfill for Class II and III materials shall be compacted by
mechanical tampers, vibrators, or other mechanical means.
Backfill shall be compacted by equipment
suitable for the type of soil encountered and capable of producing the degree
of compaction specified. Backfill materials shall be moisture conditioned to
produce the required degree of compaction.
2. Compaction
Within the Pipe Zone: Where required backfill material within the pipe zone
shall be compacted to eighty-five(85%) of the Standard Proctor Density as
defined by ASTM D 698 “Standard Method of Test for Moisture - Density Relations
of Soils using 5.5 lb. (2.5 Kg) Rammer and 12” (304.8mm) Deep” or to a
sixty-five percent (65%) of relative maximum density, as defined by ASTM D
2049, “Standard Method of Test for Relative Density of Cohesion less Soils.”
When backfilling within the pipe zone,
special care shall be exercised not to cause settlement or lateral movement. To
safeguard against movement of pipelines or structures, the Contractor shall
place the backfill in suitable small layers and shall thoroughly compact each
layer with hand-operated, power-driven vibrating compactors to obtain the
specified density.
3. Compaction
Above the Pipe Zone: Compaction above the pipe zone shall be done in
accordance with Standard “Owner” Specifications. Backfill to be compacted by
heavy compaction equipment shall be placed in horizontal layers, prior to
compaction; however, heavy compaction equipment shall not be used closer than 2
ft. to the top of the pipe.
M. CONCRETE
CAP OR CEMENT STABILIZED SAND EMBEDMENT
Where pipe is located in a flood
plain or otherwise susceptible to flotation it shall be anchored against
flotation. The following are examples of acceptable methods of anchoring. Other
methods may be used subject to the Engineer’s approval.
1. Concrete
Cap: The concrete cap will be poured on top of pipe after it has been
placed and backfilled to within 4” of its crown. The cap will be a continuous
strip with a minimum thickness of 12” and a minimum width of 4.0’ centered on
the pipe. Six #4 bars shall be placed in the cap parallel to the axis of the
pipe to provide temperature reinforcement.
2. Cement
Stabilized Sand Embedment: The pipe shall be embedded in cement stabilized
sand from 6” below to 12” above the pipe. Cement sand shall be compacted to a
minimum of ninety percent (90%) Standard Proctor Density within plus or minus
two percent (2%) of optimum moisture content. Compaction shall be accomplished
in 6” - 8” thick lifts.
3. Berming:
A minimum of 3 ½ feet of compacted fill shall be placed over the pipe.
V. INSTALLATION OF SERVICE
A. Lateral connections to PVC profile wall pipe
may be made using Inserta-tee as manufactured by the Fowler Manufacturing
Company, or the Predco Fast Fit tap system.
B. All saddle or tapping tees will be installed
per manufacturer’s recommendation. If exposed channels in the PVC profile with
3M industrial sealant No. 602 need to be filled.
VI. CONNECTIONS
A. Connections to existing lines shall be made
by coupling a piece of PVC profile wall pipe to the existing line. The coupling
shall be a JCM/Dresser solid sleeve which provides rigid support. Flexible
rubber couplings with stainless steel clamps, such as Fernco or equivalent, may
also be used. The coupling is to be
encased in concrete or cement stabilized sand.
B. Connections to existing manholes or inlets,
where no plugged stubs exist, shall be made by cutting a hole in the wall of
the existing structure, inserting a length of PVC profile pipe into the hole,
filing around the pipe with non-shrink grout, and troweling the inside and
outside surfaces of the joint to a neat finish.
A manhole adapter or waterstop shall be placed on the pipe prior to
placement in hole. The bottom of the
manhole shall be shaped to fit the invert of the sewer pipe.
C. New manhole connections to precast concrete
bases can be made with elastomeric gasket seals such as ALOK or Press Seal
PSX. Connections to poured in-place
manholes shall use manhole adapters or waterstops.
VII. PIPE TUNNELS AND CASING
A. The pipe should not rest on the bell as it is
pushed into the casing. Skids should be
used to raise and support pipe lengths in the casing.
B. The annular space between PVC profile wall
pipe and the casing pipe shall be filled with concrete grout or approved local
embedment material. The Contractor’s procedure for placing the grout shall be
approved by the Engineer. After
installation of pipe in casing, the casing shall be kept dewatered until
grouting is completed. Grout shall be
placed by gravity flow following recommendations supplied by the pipe
manufacturer.
VIII. INSPECTION AND TESTING
A. After completion of any section of sewer, the
grades, joints, and alignment shall be true to line and grade. There shall be no visual leakage and the
sewer shall be completely free from any cracks and from protruding joint
materials, deposits of sand, mortar or other materials on the inside, to the
satisfaction of the Engineer.
B. The Contractor shall conduct an infiltration
or air test for leakage as determined by the Engineer. Testing shall be conducted in accordance with
all applicable safety standards.
C. Infiltration Test: Infiltration shall not
exceed twenty-five (25) gallons per twenty-four (24) hours per inch of diameter
per mile of sewer. Contractor shall
furnish all supplies, materials, labor, services, etc., needed to make
infiltration or exfiltration tests including water. No separate payment will be
made for equipment, supplies, material, water, or services.
Any leakage, including active seepage,
shall be corrected where such leakage exists until the pipelines meet the
requirements of the allowable leakage specifications.
Infiltration tests shall be made when
groundwater level is 18” or more above the top of the outside of the pipe.
D. Air Test: Each section of sewer between two
or more manholes shall be tested in accordance with ASTM F 1417, “Recommended
Practice for Low Pressure Air Testing of Installed Sewer Pipe.”
If any test fails to meet the established
requirements the cause shall be determined and corrected if necessary.
E. At the Engineer’s request, a deflection test
shall be performed by the Contractor. The deflection can be measured
mechanically by a mandrel or manually using an extension ruler. The final
deflection test shall not be made on a section of sewer until all the backfill
on that section has been in place for thirty (30) days.
The minimum acceptable diameter shall be
as follows:
|
Pipe Size |
Minimum Acceptable Diameter (in.) |
|
|
(in) |
5% Test |
7 ½% Test |
|
21 |
19.11 |
18.61 |
|
24 |
21.65 |
21.08 |
|
27 |
24.41 |
23.77 |
|
30 |
27.18 |
26.46 |
|
36 |
32.71 |
31.85 |
|
42 |
38.23 |
37.22 |
|
48 |
43.61 |
42.47 |
|
54 |
48.98 |
47.69 |
All excess deflections shall
be corrected. The Contractor shall
correct the deficiency and retest the pipe.
IX. CLEANUP
After completing each section
of the sewer line, the Contractor shall remove all debris, construction
materials, and equipment from the site of the work, grade and smooth over the
surface on both sides of the line and leave the entire right of way in a clean,
neat and serviceable condition.
Disclaimer
This document contains accurate and reliable information to the best of our knowledge. If this document is used to perform a design, it is required that the user have a thorough understanding of the subject, it’s applicability and it’s limitations. This document should not be used in place of a professional engineer. The user of this information assumes all risk associated with its use.
PRIME CONDUIT VYLONÒ
ASTM F-1803
SPECIFICATIONS AND PROPERTIES OF VYLONÒ PIPE AND PIPE FITTINGS
|
PROPERTY |
REQUIREMENT |
TEST METHOD |
|
|
|
|
|
Pipe Material |
|
|
|
|
|
|
|
Type of Polymer |
PVC homopolymer |
ASTM D-1784 |
|
Cell Classifications |
12364A |
ASTM D-1784 |
|
Impact Strength |
1.5 in.-lbs. (minimum) |
ASTM D-256 |
|
Tensile Strength |
6000 psi (cell class
minimum) |
ASTM D-638 |
|
Heat Deflection |
162°F @ 264 psi (minimum) |
ASTM D-648 |
|
Coefficient of Expansion |
2.85 x 10-5
in./in./°F (nominal) |
ASTM D-696 |
|
Thermal Conductivity |
1.3 BTU/hr.-ft.- °F/in. (nominal) |
|
|
Specific Gravity |
1.4 - 1.5 |
ASTM D-792 |
|
Modulus of Elasticity |
500,000 psi |
ASTM D-638 |
|
|
|
|
|
Pipe Property |
|
|
|
|
|
|
|
Pipe Stiffness |
46 psi (minimum) |
ASTM D-2412 |
|
Pipe Flattening |
60% deflection (minimum) w/o cracking |
ASTM F-1803 |
|
Impact Strength |
220 ft.-lbs. (30 lb. Tup B
72°F) |
ASTM D-2444 |
|
Extrusion Quality |
No flaking, 20 min. in anhydrous acetone |
ASTM D-2152 |
|
|
|
|
|
Pipe Joint |
|
|
|
|
|
|
|
Rubber Gasket Material |
Conforms to |
ASTM F-477 |
|
Joint Tightness |
No leakage @ 10.8 psi (22
in. of Hg Vacuum) |
ASTM D-3212 |