HomeMy WebLinkAboutWWP2703406.6n
W,b
F-_ N
g Ro
U
5'
z
Z
0
11
PART TWO — MATERIALS
2-1 GENERAL
All materials and equipment shall be new and workmanship and materials
shall be good quality. All material incorporated into the work shall
conform to the provisions of this part. All references to Specifications shall
be of the latest edition.
2-2 MATERIAL LISTS AND SPECIFICATIONS
The Developer or his Contractor shall deliver to the Engineer a material list
not less than ten (10) days before commencement of construction. The list
shall contain the manufacturer and model number, if applicable, of the
material and equipment to be installed as a part of the work so that the
Engineer may determine whether such materials conform to the Plans and
Specifications. No materials that are not included in the material list shall be
installed as a part of the work. The manufacturer's technical specifications
for pipe, appurtenances and equipment to be incorporated into the work shall
be submitted to the Engineer at least ten (10) days prior to commencement
of construction with the materials listed.
2-3 GUARANTEE BY MANUFACTURER
If requested by the District or by the Engineer, a written guarantee made by
the manufacturer of any materials to be incorporated into the work shall be
furnished, guaranteeing to the District that such materials shall conform to
these Specifications and any specifications otherwise applying to the work.
2-4 SEWER PIPE AND APPURTENANCES, NON —PRESSURE
Non -pressure sewer pipe shall be PVC pipe conforming to ASTM D-3034 for
depths of cover between 5 feet to 12 feet; and Ductile Iron pipe, class 50,
cement lined conforming to AWWA Standard C-151 and C-104 for depths of
cover less than 5 feet or exceeding 12 feet and for slopes less than 1% and
and over 15%. Pipes installed at slopes 15% or greater shall incorporate
"Field Lok' gaskets for the entire run.
PVC sewer pipe is defined as flexible conduit. Joints shall conform to ASTM
D-3212 using a restrained rubber gasket conforming to ASTM F-477.
Fittings shall be injection molded tees or factory solvent welded saddle tees.
Saddles fastened to pipe with external bands are not acceptable on any new
system.
Ductile Iron pipe is defined as rigid conduit. Mechanical or push —on joints
shall conform to AWWA Standard C-110.
2-5 SEWER PIPE AND APPURTENANCES — PRESSURE
Unless otherwise specified, pressure pipe shall be constructed of:
(a) Ductile Iron pipe conforming to AWWA C-151 with a manufacturer's
thin cement lining conforming to AWWA C-104 (except as to thickness)
and with the type of joint, class, thickness, designation and markings
as specified.
(b) Cast Iron fittings shall be rubber -gasket and shall conform to AWWA
C-110 and C-111. Valves shall conform to AWWA Specifications
C-500.
2-6 MANHOLES — 54" STANDARD
(a) Manhole Frames and Covers
Cast Iron frames and covers shall conform to the Olympic Foundry
Company No. MH30A, or equivalent. Castings shall conform to the
requirements of ASTM A48, class 30 and shall be free of porosity,
shrink cavities, cold shuts, or cracks or any surface defects which
would impair service ability. Repair of defects by welding, or by the
use of "smooth -on" or similar material will not be permitted. Cover
to be non-skid type surface and shall have the word "SEVER' in large
raised letters.
A bituminous coating shall be applied to all surfaces. The finished
coating shall be continuous, smooth, neither brittle when cold nor
sticky when exposed to the sun, and shall be strongly adherent to the
casting. The District shall have the right to require inspection and
approval of all castings prior to painting. Manhole rings and covers
shall be machine finished or ground on seating surfaces to assure
non -rocking fit in any position, and interchangeability. At the request
of the District, there shall be made available at the foundry standard
rings and standard covers for use by inspectors in testing fit and
seating.
Manholes located outside public rights -of -way shall be equipped with
a locking device of such design that the cover may be readily
released from the ring. All movable parts shall be made of
non -corrosive metals otherwise arranged to avoid possible binding.
At the request of the District, there shall be made available at the
foundry a testing device suitable for proving the capacity of the
of the assembly to resist an uplift pressure on the lid equal to a 20-foot
head. The locking frame and cover shall be Metro standard frame
and cover with 3-screw-type locking lids.
All manhole frames and covers shall be identified by the name or
symbol of the manufacturer. This identification shall be in a plainly
visible location when the frames and covers are installed. In addition
to the manufacturer's identification, the material shall be identified by
the following "NOD" or "DUC" for nodular or ductile iron respectively.
The manufacturer's identification and the material identification shall
be adjacent to each other and shall be minimum 1/2-inch letters,
recessed to be flush with the adjacent surfaces.
(b) Precast Manhole Components
Precast manhole components shall conform to ASTM C-478 except
as modified herein. Base section openings to receive pipe shall be
circular, tapered inward, and held to the minimum size practical to
accomodate the pipe to be inserted to effectively seal the joint.
Pipe to manhole connections shall be made with a rubber boot installed
in a pre -cored opening.
All Manholes shall have all interior surfaces, including channeling,
coated (sealed) with a high solids urethane coating, Wasser MC-AROSHIELD
or approved equal. Color of coating shall be white.
Precast manhole elements shall be provided with steps and/or ladders
such that the completed manhole will contain a continuous vertical
ladder with rungs equally spaced at 12 inches apart plus or minus 3/4
inch. The lowest rung shall be not more than 16 inches above the
shelf, and the uppermost rung shall be not more than 18 inches below
the street surface.
Joints between precast manhole elements shall be rubber gasketed
similarly to pipe joints and shall conform to ASTM C-433. Shop
drawings of the joint design shall be submitted to the Engineer for
approval, prior to manufacture. Completed joints shall show no
visible leakage and shall conform to the dimensional requirements of
ASTM C-478.
Standard flat slab covers for shallow manholes shall be a minimum
of 8 inches thick and shall conform to the outer dimension of the
standard sections upon which they are to be placed. The 24-inch
diameter opening shall be eccentrically located as shown on the
Standard Plans to provide at least 6 inches minimum radial distance
from the edge of the 24-inch opening to the inside face of the
standard section below. Reinforcing shall be as shown on the
Standard Plans. Reduction to 24 inches shall be made by means of
of a flat slab, for shallow manholes, or an eccentric precast cone for
standard manholes.
e) Deformed Bar Steps
Galvanized deformed bar steps shall be 1-inch-diameter deformed bar
conforming to ASTM A-615, Grade 40 or Grade 60, hot bent and
galvanized after bending. For Bending, the temperature shall be at
least 1,600 degrees F. Galvanizing shall conform to ASTM A-123.
Step dimensions and pattern shall conform to the Standard Plans.
Polypropylene coated steps shall conform to ASTM C-478 with deformed
bar conforming to ASTM A-615. Steps shall be Lane model P-14938
or approved equal.
(d) Ladders
Precast manhole base sections more than three feet in height shall be
provided with a ladder as detailed on the Standard Plans. Ladders
shall be galvanized steel or polypropylene coated.
2-7 IMPORTED BACKFILL MATERIAL
Imported backfill material shall be free from wood, bark, roots or other
extraneous material and shall meet the following requirements:
U.S. Standard % Passing
Sieve Size By Weight
2-1/2" Square Opening 100
1/4 Sieve 25 Min.
No. 200 10 Max.
Sand Equivalent 35 Min.
PEA GRAVEL WILL NOT BE ALLOWED AS BACKFILL MATERIAL.
2-8 TRENCH FOUNDATION MATERIAL
Over -excavated material shall be replaced with trench foundation material
conforming to one of the following
gradations as specified:
U.S. Standard
Class
"A"
Class 'B"
Sieve Size
Min.
Max.
Min.
Max.
2-1/2' square opening
98%
100%
95%
100%
2" s uare opening
92
100
75
100
1-12" square opening
72
87
30
60
1-1�4" square opening
58
75
0
15
3/4 square opening
27
47
0
1
3/8' square opening
3
14
0
0
No. 4 sieve
0
1
0
0
2-9 BEDDING MATERIAL
Bedding material shall be well -graded, clean, granular material, commonly
known as pea gravel and shall meet the following requirements:
U.S. Standard % Passing
Sieve Size By Weight
Pea Gravel:
3/8' square opening 100
#8 sieve 0-5
2-10 ASPHALTIC CONCRETE
Asphalt concrete pavement shall conform to the technical requirements for
Class B Asphalt in the latest edition of the State of Washington Standard
Specifications for Road, Bridge and Municipal Construction.
2-11 TOP COURSE AND KEYSTONE MATERIAL
For use in the restoration of excavated areas, Top Course and Keystone
material shall be manufactured from ledge or talus rock, be free from wood
roots, bark and other extraneous material and shall
conform to the followinj
requirements:
U.S. Standard
is Passing
Sieve Size
By Weight
5/8' square opening
100
1/4' square opening
55-75
U.S. No. 40 sieve
8-24
U.S. No. 200 sieve
10 Max.
Sand Equivalent
40 Min.
2-12 BASE COURSE MATERIAL
Base course material shall conform to the following
requirements:
U.S. Standard
% Passing
Sieve Size
By Weight
1-1�2' square opening
100
5/8 square opening
50-80
1/4" square opening
30-50
U.S. No, 40 sieve
3-18
U.S. No. 200 sieve
7.5 Max.
Sand Equivalent
40 Min.
2-13 CONCRETE BEDDING AND BLOCKING
Bedding and blocking concrete shall be Portland cement concrete containing
four sacks of cement per cubic yard and maximum aggregate size of 1-1/2
inches. Maximum slump shall be 3-1/2 inches.
PART THREE — CONSTRUCTION
4_=W 1DJ0DJ,I3!
Except as otherwise noted herein, all work shall be accomplished as recommended
in the latest revision of AWWA and APWA Specifications and according to the
recommendations of the manufacturer of the material and equipment concerned.
All specified depths shall be compacted depths.
In roadway areas, all asphalt and concrete pavement shall be saw cut. 'When
trenching operations cut through concrete pavement, the pavement shall be
removed to a width of 18 inches greater than the top width of the trench. The
concrete shall be saw cut on a straight line and shall be beveled so that the cut
will be approximately 1 inch wider at the top than at the bottom. Asphalt paving
shall be saw cut ahead of the backhoe to prevent excessive tearing up of the
surfacing and to eliminate ragged edges.
3-2 TRENCH EXCAVATION
Trenches shall be excavated to the line and grade designated by the District.
Unless otherwise specified, trench sides shall be excavated vertically. Trench
widths shall be adequate for proper working space and placement of bedding
material under and around the pipe. The trench width, from the bottom of the
trench to 4" above the crown of the pipe, shall not exceed 40 inches for 15-
inch diameter and smaller pipe, or 1.5 times the inside diameter of 18-inch
or larger pipe, plus 18 inches. If these widths are exceeded, a stronger grade
of pipe and/or a higher classification and amount of bedding material shall be
furnished, as directed by the District.
Excavation for manholes or other structures shall be sufficient to provide a
minimum of 18 inches between the structure and the sides of the excavation,
enough to allow for proper compaction of the surrounding backfill.
All material excavated from trenches and piled next to the trench, shall be
placed and maintained so that the top of the material is at least 2 feet from
the edge of the trench. Excavated material shall be located so that free access
is provided to all fire hydrants, water valves, meters and other utilities, and
clearance shall be left to enable free flow of storm water in all gutters,
conduits and natural water courses.
3-3 TIMBERING AND SHEETING
The developer shall provide and install timbering and sheeting as necessary
to protect workers, the work, existing buildings, utilities and other properties,
and shall meet all OSHA and WISHA requirements.
3-4 JACKED OR BORED CROSSING
All work shall be done in conformance with the requirements of the agency
in control of the facility being bored or jacked. See Roadway and Railway
Crossings for further details.
3-5 ROADWAY AND RAILWAY CROSSINGS
Any method may be used for roadway or railway crossings that provides for
satisfactory results and is acceptable to both the District and the governmental
or private agency having control of the road or track, provided that the road
or track shall be restored to its original condition after the crossing is
completed. If tunneling or jacking is elected or required for crossings, steel,
cast iron or concrete pipe casing shall be placed and the sewer pipe laid
within the casing. For District Standards for boring or tunneling see "Water
or Sewer Casing Detail" on seperate sheet.
3-6 TRENCH FOUNDATION
If, in the judgement of the District, the native trench bottoms will provide a
firm base for the subsequent placement of bedding, pipe and backfill, such
native trench bottom may be used if the bottom is leveled and smoothed so
that the entire length of pipe will rest on a well -compacted base. Trench
bottoms shall be over -excavated as necessary to remove all unstable soil and
eliminate "boiling" or "quick' conditions to such a depth as to provide a firm
base. Over -excavated materials shall be replaced with trench foundation
material as specified in Section 2-8. Foundation material shall be placed
when ordered by the District.
3-7 BEDDING MATERIAL PLACEMENT
All flexible pie shall be placed in bedding material of the type specified in
Section 2-9 (a). The bedding shall be placed from a minimum of 4 inches
below the pipe barrell to 4 inches above the pipe as shown on the
Standard Detail herein. Bedding material shall be worked by hand under, around
and over the pipe to the depths required for the full width of the trench.
All rigid pipe shall be placed in bedding material of the type specified in
Section 2-9 (a) or (b). The bedding shall be placed from a minimum of 4
inches below the pipe barrel to the spring line of the pipe as shown on the
Standard Detail. Bedding shall be placed in more than one lift. The first lift,
to provide at least 4-inch thickness under any portion of the pipe, shall be
placed before the pipe is installed and shall be spread smoothly so that the
pipe is uniformly supported along the barrel. Subsequent lifts of not more
than 6-inch thickness shall be placed as shown on the Standard Detail and
individually compacted to a minimum of 90 percent of maximum density.
Shoring to be removed, or moveable trench shields or boxes, shall be located
at least 2-1/2 pipe diameters away from flexible pipe if the bottom of the
shoring, shield or box extends below the top of the pipe, unless a satisfactory
means of reconsolidating the bedding or side support material disturbed by
shoring removal can be demonstrated.
In solid rock excavation, all ledge rock, boulders or stones shall be removed
to provide a minimum clearance of 8 inches under the pipe. All material thus
removed shall be replaced with bedding material.
3-8 GRADE LINES
The Contractor shall maintain the correct grades between manholes and shall
check all intermediate grade stakes by means of a taut grade wire between at
least three intermediate grade stakes. In the event that the grade stakes do not
line up, the work shall be stopped until the situation is corrected. All bench
marks, reference points and stakes shall be preserved. In case of destruction
of any of them, the resulting expense of restoration shall be borne by the
Developer. Construction staking shall consist of grade stakes at 10 foot
offsets. Stakes at each manhole and intermediate grade stakes shall be offset
10 feet and located at 50 foot stations between manholes. Laser beam
equipment for grade and alignment control is an acceptable alternative.
:4 ' UDJKVdJUV
Each pipe shall be laid with bells upgrade and the invert of the pipe to the
alignment and grade shown on the Plans. Concentric joints shall be closed
and a smooth invert provided. Open ends of pipes or fittings shall be
temporarily blocked or covered when laying is not in progress.
Adjustment to the line and grade shall be done by scraping away or filling
and tamping bedding material under the body of the pipe. No wedging or
blocking of the pipe for adjustment to line and grade may be done.
The pipe shall be lowered into the trench by means of ropes, tripod, crane or
any other suitable means, shall not be dropped or handled roughly, and shall
be checked for cracks and defects before installation. Any cracked or
defective pipe shall not be installed.
Tees, wyes and standing services shall be installed as shown in the Standard
Details herein and at such locations as shown on the Plans, or as otherwise
directed by the District. They shall not be covered until the District has
completed inspection and recorded their exact location.
Variance from established line and grade shall not be greater than 1/32nd of
an inch per inch of pipe diameter, but shall not exceed 1/2 inch. or result in
a level or reverse sloping invert.
3-10 PIPE JOINTS
No joints shall be covered until examined and approved by the District. Only
pipelayers experienced with the type of gasket being used in the work shall
be allowed to lay pipe. On the request of the District, proof of such
experience shall be funished before laying may begin.
Joint material shall be installed according to the manufacturer's
recommendations. After the gasket has been affixed, the pipe shall be
handled to avoid bumping the gasket, knocking out of position or loading it
with dirt or other foreign material. Any gasket so disturbed shall be removed,
replaced, cleaned and relubricated before the joint is made. The pipe shall be
properly aligned before the joint is forced home. During insertion of the
tounge or spigot, the pipe shall be partially supported by hand, sling or crane
as required to minimize lateral pressure on the gasket and to maintain
concentricity until the gasket is properly positioned. Pipe deflection and
straightening shall be avoided once the joint is home, to prevent creep of the
joint.
Sufficient pressure shall be applied in making the joint to assure that the joint
is home, as defined in the pipe manufacturer's standard instructions for
installation. Sufficient restraint shall be applied to the line to assure the
joints, once home, are held so by tamping fill under and alongside the pipe
or other appropriate means. At the end of the day's work, the last pipe laid
shall be blocked in such a manner as may be required to prevent creep during
downtime.
3-11 MANHOLES
Precast manhole base sections shall be placed on a well -compacted bedding
course of bedding material. The depth of the bedding shall not be less than
4 inches thick, extending a minimum of 12 inches beyond the outside
perimeter of the base section. The balance of any remaining excavated area
shall be filled with imported backfill material and well tamped to the level of
the top of the bedding before the manhole is set in place. The bedding shall
be well tamped and made smooth and level to assure uniform contact support
to the precast elements.
All lift holes and the inside and outside face of rubber gasketed joints
between precast sections shall be thoroughly wetted, pointed, then filled with
mortar, and smoothed both inside and out. Precast sections shall be placed
and aligned to provide vertical sides and vertical alignment of ladder rungs.
The completed manhole shall be rigid, true to dimension and watertight.
Manholes set in paved streets or other paved areas shall be set to the finished
grade of the paving. When required, the manhole frame shall be tilted to
conform to the grade of the paved surface. Manholes not set ba paved areas
shall be set at a finished grade slightly higher than that of the surrounding
terrain to prevent surface water infiltration into the system. Manholes set
in unpaved areas shall have an asphalt pad, 2" thick and 6' in diameter
placed around the manhole casting. Manholes at the end of a ]line with no
inflow, shall have sloped floors to drain to the outflow. If there is inflow,
a channel shall be provided. Unless needed to clear a paved road, stub -
outs and channels intended to facilitte future hookup shall be omitted.
Manhole channels shall be made to conform to the sewer grade and shall be
brought together with well-rounded junctions. Channel sides shall be carried
vertically to the crown elevation of the various pipes. The concrete shelf
shall be smoothly finished with slopes to drain. Channels shall not narrow
down to less than the inside diameter of the pipe.
All pipe openings, when practical, shall be cored before setting the manhole.
Pipe connections shall be made by use of a rubber boot connector, Kor-N-
Seal or equal.
3-12 BACKFILLING
No backfilling shall be performed until after the District has inspected the
installation of the pipe and bedding and approved backfilling.
The initial backfill shall be hand placed select material spread evenly over the
bedding material and compacted by hand to an elevation of �Lhches above
the crown of the Pipe for Ductile Iron pipe and 10 inches above the crown
of the pipe for PVC. This shall be done in such a manner that subsequent
baefilling will not disturb the pipe in any way. Subsequent lifts of not more
than 2-foot thickness shall be placed as shown on the Standard Details and
individually compacted to a minimum of 90 percent maximum density.
Subsequent backfilling shall be performed by pushing material from the end
of the trench along and directly over the pipe so that the material will be
applied in a rolling slope, rather than by side filling. Backfilling from the
sides of the trench will not be done until the District has determined that
material has been carefully placed over the pipe to a sufficient. depth.
In areas such as existing paving, or in areas to be paved, where the District
determines that minor settlement would be detrimental and the native excavated
material is not suitable for compaction as backfill, the trench shall be backfilled
with imported backfill material as specified in Section 2-7.
3-13 COMPACTION OF BACKFILL
Compaction of backfill and backfill procedures in public rights -of -way shall,
at the minimum, conform to the requirements of the governmental agency
having jurisdiction thereof.
Backfilling shall be compacted to 95 percent of maximum theoretical density
in all areas where paying will be Rlaced over the backfill or in shoulder areas
and to 90 Dereent of maximum theoretical density in all other areas.
Measurement of compaction density shall be by the modified M.290 method.
Compaction of backfill shall be achieved by power operated tampers, roller 3-17
TESTING OF PRESSURE SEWER PIPE
vibration equipment or other mechanical means. Rater settling will not be
acceptable as a means of compaction. If excavated material has a California
All force mains shall be tested at a minimum pressure of at least 50 percent
Bearing Ratio for compacted and soaked sample of less than 7, or for any
above the design operating pressure for at least 30 minutes. Leakage shall
other reason cannot be compacted as specified, such excavated material shall
not exceed the amount given by the following formula:
be replaced with imported backfill material. No backfill shall be placed
N D./1�
without immediate compaction according to these specifications.
_
L 1850
The District will require that the services of an independent testing laboratory
Where: L = allowable leakage in gallons per hour
or county testing laboratory be employed to perform in -place density tests to
N = the number of pipe joints
ascertain whether the specified density can be or has been obtained. The
D = the pipe diameter in inches
costs of these tests shall be borne by the Developer.
P = the test pressure in psi
Regardless of the approval of the District as to the manner of compaction or 3-18
6—INCH SIDE SEWER FROM MAIN TO PROPERTY LINE
testing, the Developer shall repair any settlement of trenches and excavations
that may occur within two years after completion and formal acceptance of the
The material and strength class of side sewer pipe shall be the same as the
work by the District.
sewer pipe to which it connects and these specifications shall be applicable
to side sewer work. The slope of side sewers shall not exceed 2-foot vertical
3-14 CLEANING AND FLUSHING
to 1-foot horizontal and grade shall not be less than 2 percent. Side sewers
shall have minimum 48" cover. 'When change in slope exceeds 2 inches per foot,
Prior to pipe testing, all pipes shall be cleaned as provided in this section.
standard wye bends shall be used.. All side sewers shall be plugged and the
An inflatable ball of a size that will inflate to fit snugly into the pipe shall be
plugs blocked.
furnished by the Contractor and placed in the last manhole on the pipe to be
cleaned. The ball may be used with a tag line or a rope may be fastened to
The ends of all side sewers at the property lines shall be marked with a
the ball to locate and control its position at all times. Water shall be
2' x 4' board, the bottom of which shall be located at the invert of
introduced behind the ball and the ball shall pass through the pipe with only
the end of the side sewer and the top of which shall be painted green and
the force of the water impelling it. All debris flushed ahead of the ball shall
extended 4 feet above the ground with the length of the board and labeled
be removed at the first manhole where presence of the debris is noted. In the
'SEVER' in 2' high white stenciled letters. The entire length of the board shall
event that cemented or wedged debris or damaged pipe shall stop the ball, the
be wrapped with a heavy gauge wire which is attached to the spigot end of the
obstruction shall be removed.
pipe.
3-15 TESTING OF NON —PRESSURE SEWER PIPE — DEFLECTION 3-19
CONNECTION TO THE EXISTING SYSTEM
TESTING FOR FLEXIBLE SEWER PIPE
No connections shall be made to the existing sewer system without the
All non -pressure sewer pipe shall be air tested. The procedures set forth in
presence of the District. Written application for connection shall be made to
this section shall be employed in conducting the testing. All facilities and
the District for connection, and the connection shall be made at a time agreed
personnel for conducting the testing under the observation of the District shall
upon with the District.
be furnished by the Developer. All equipment and personnel to conduct the
test shall be subject to the approval of the District. Although air testing may
Connections to existing manholes shall be made as follows: If the manhole
be performed for the convenience of the Contractor before backfilling, no
� ��� manhole channel shall be tightly covered, prior to breaking into
pipe shall be accepted until air tests have been performed after backf and
p p
the manhole wall, to prevent debris from entering the sewer line.
ompacting.
Immediately after the connection is made, the new pipe shall be plugged.
The plug shall not be removed without permission of the District. If the
All wyes, tees and ends of side sewer stubs shall be plugged with flexible
existing manhole is not 'live," a plug shall be installed in the downstream or
discharge pipe of the existing manhole in addition to the above.
joint caps, or an alternate acceptable to the District, and securely fastened to
withstand the internal test pressure. Such plugs or caps shall be readily
Connections of new mains to existing sewer lines shall be made as follows:
removable and their removal shall provide a socket suitable for making a
A new manhole shall be placed over the existing line. The manhole shall be
flexible -jointed lateral connection or extension. No double plugs shall be
precast 54-inch diameter except that the base slab shall be cast in place. The
used.
new connection shall be plugged and blocked and the existing sewer pipe
Immediately following the pipe cleaning, and manhole channeling the piped
not be opened without the permission of the District.
installed shall be tested with low pressure air. Air shall be slowly supplied
Connections of side sewers to an existing sewer line shall be made as follows,
to the plugged pipe installation until the internal air pressure reaches 4.0
or as directed by the District Engineer.
pounds per square inch greater than the average back pressure of any ground
water that may submerge the pipe. At least two minutes shall be allowed
A) For ductile iron pipe, the connection shall be made with a stainless
for temperature stabilization before future procedure. A pressure gauge with
steel, or stainless steel with ductile iron flange, tapping tee, Romac
a maximum of 30 p.s.i. shall be used for testing.
model 'SST" or equal. A FL by MJ adapter is required.
The pipe shall be acceptable if the time required in seconds for the pressure
B) For PVC or AC pipe, the connection shall be made with a sewer
to decrease from 3.5 to 3.0 psi greater than the average back pressure is equal
saddle, Romac style 'CB' or equal.
to or greater than the listed values for corresponding sizes of pipe shown on
the air test graph located elsewhere in Part Four. Hazards created by use of
The existing sewer pipe shall be cut or drilled to give a smooth symmetrical
air pressure for testing pipe shall be guarded against, and all plugs shall be
opening of the proper size. Each connection shall be bedded with a 4-inch
securely blocked to prevent blowouts. A supply air regulator shall be
thick concrete pad in place to the lower quadrant of the pipe barrel.
installed on the air supply to the sewer that will allow only a maximum
Unsuitable foundation material shall be overexcavated and replaced with
of 6 psig in the line to be tested and all pressure shall be relieved from the
bedding material.
sewer line before removal of test plugs.
When required by the Engineer, all sanitary sewers constructed of flexible 3-20
TRAFFIC CONTROL
pipe shall be deflection tested not less than 30 days after the trench backfill
All traffic control shall be per the Manual of Uniform Traffic Control Devices,
and compaction has been completed. The test shall be conducted by pulling
and/or agency of jurisdiction. During construction, traffic shall not be delayed
a solid pointed mandrel with a diameter equal to 95 percent of the pipe
for more than 5 minutes unless previously approved by the District and the
diameter through the completed pipeline. Testing shall be conducted on a
agency of jurisdiction.
manhole -to -manhole basis and shall be done after the line has been
completely flushed out with water. The Contractor will be required, at his 3-21
T.V. INSPECTION
expense, to locate and repair any sections failing to passs the test and to
retest the section
Prior to acceptance, all pipe shall be flushed at the contractors expense and
T.V. inspected by the District at contractors expense. Contractor shall notify
3-16 MANHOLE ACCEPTANCE TESTS
the District 48 hours pior to the need for flushing and T.V. inspection. All
manholes must be channeled, the sewer system completed and the roadway
All manholes shall be subject to an acceptance test at the request of the
subbase (ATB or 2' class B asphalt) installed before the T.V. inspection.
Owner. Manholes shall be tested by an approved vacuum test.
Sewer dye, Norlab or approved equal, shall be introduced into the system prior
to the T.V. inspection, if required. The T.V. camera must be pulled through
Water testing of the manholes shall not be allowed.
the pipe without use of a hydraulic flushing nozzle. VHS video tape of this
inspection shall be submitted to the District along with a completed certified
The vacuum test shall be performed prior to the installation of the manhole
report by the Contractor. Video must start at the downstream manhole and
channeling.
proceed upstream against the flow. All defects revealed by the T.V. inspection
shall be repaired by the Contractor to the District's satisfaction. Any pipe or
All lift holes shall be plugged and seams sealed. All pipes entering the
sanitary manhole channel with a sag that creates a standing water depth of
manhole shall be temporarily plugged, taking care to securely brace the
1/4-inch may be rejected by the District (No sag of 1/2-inch or greater will
pipes and plugs to prevent them from being drawn into the manhole.
be accepted.) Depending on the severity and extent of the defects, the
District may require that the entire pipe run be relayed.
The test head shall be placed at the top of the manhole in accordance to
the manufacturer's recommendations. A vacuum of 10 inches of mercury 3-22
SIDE SEIWERS
shall be drawn on the manhole, the valve on the vacuum line of the test
head closed, and the vacuum pump shut off. The time shall be measured
A side sewer permit will be required from the District before installation of
for the vacuum to drop to 9 inches of mercury. The manhole shall pass if
side sewers. Commercial waste discharge from fixtures and equipment that
the time it takes the mercury to drop from 10 inches of mercury to 9
may contain grease, including but not limited to, scullery sinks, pot and pan
inches of mercury meets or exceeds the values indicated in Table 1 below.
sinlo, dishwashers, soup kettles, and floor drains located in areas where
grease containing materials may exist, will require a grease interceptor prior
TABLE 1
to entering the sanitary sewer system. Commercial establishments that may
dischar a oil into the sanit sewer system will re uire an oil se arator rior
MIX= Kamm
COAL CREEK UTILITY DISTRICT n BOm.
6801 132ND PACE S.E. Sty►. CPU FU'
NEWCASTLE. WASHINGTON 98059 1 Imil :
Depth
(feet)
Manhole Diameter inches
48 1 54 1 60 1 66 1 72
Time (seconds)
8
1 20
45
26
29
1 80
10
25
45
33
36
80
12
30
45
39
43
80
14
35
45
45
51
80
16
1 40
60
52
58
1 120
18
45
60
59
65
120
20
50
1 60
65
72
120
g my q P P
to entering the sewer system.
3-23 STREAMGUARD CATCH BASIN INSERTS
All catch basins located along project shall have a streamguard sediment catch
basin insert model 9226 as manufactured by Ultra -Drain Guard, model 3003 as
manufactured by Foss Environmental or approved equal installed. Inserts are
to be cleaned and replaced by Contractor per manufacturer's recommendations
or by District direction.
°"; ELIZABETH ESTATES
JANUARY 1, 200o SANffARY SEWER EXTENSION
SME NOTED I SANITARY SEWER SPECIFICATIONS
U
CD
0
0 11
0
g DESM
O ��
ZDRAM! ,�
k I
CKM DIIN
CO S • `�4QIQOto SCAWK9 � (! ., - `,,.m
SOB MAR
06015.00
DIG In 107SMSS,DIG
smal s of 6