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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 "SEWER" 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
aecomodate 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.
DESIGNED PH
DRAWN JMU
CHECKED DBH
ISYM
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.
(c) 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 I By Weight
2-112" 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" square opening
92
100
75
100
1-1/2" 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-il 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 woo
roots, bark and other extraneous material and shall conform to the folio
requirements:
U.S. Standard % Passing
Sieve Size y 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 7.6 Max.
Sand Equivalent 40 Min.
•� ����
pii6E,
REVISION DATE BJ
An Engineering Services Company
2-13
wing
CONCRETE BEDDING AND BLOCKING
3-9 PIPELAYING
Compaction of backfill shall be achieved by power operated tampers, roller 3-17
TESTING OF PRESSURE SEWER PIPE
vibration equipment or other mechanical means. Water settling will not be
Bedding and blocking concrete shall be Portland cement concrete containing
Each pipe shall be laid with bells upgrade and the invert of the pipe to the
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
four sacks of cement per cubic yard and maximum aggregate size of 1-1/2
alignment and grade shown on the Plans. Concentric joints shall be closed
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
inches. Maximum slump shall be 3-1/2 inches.
and a smooth invert provided. Open ends of. pipes or fittings shall be
other reason cannot be compacted as specified, such excavated material shall
not exceed the amount given by the following formula:
temporarily blocked or covered when laying is not in progress.
be replaced with imported backfill material. No backfill shall be placed
N D./T
PART
THREE -CONSTRUCTION
without immediate compaction according to these specifications.
L= 1850
Adjustment to the line and grade shall be done by scraping away or filling
3-1
GENERAL
and tamping bedding material under the body of the pipe. No wedging or
The District will require that the services of an independent testing laboratory
Where: L = allowable leakage in gallons per hour
blocking of the pipe for adjustment to line and grade may be done.
or county testing laboratory be employed to perform in -place density tests to
N = the number of pipe joints
Except as otherwise noted herein, all work shall be accomplished as recommended
ascertain whether the specified density can be or has been obtained. The
D = the pipe diameter in inches
in the latest revision of AWWA and APWA Specifications and according to the
The pipe shall be lowered into the trench by means of ropes, tripod, crane or
costs of these tests shall be borne by the Developer.
P = the test pressure in psi
recommendations of the manufacturer of the material and equipment concerned.
any other suitable means, shall not be dropped or handled roughly, and shall
All specified depths shall be compacted depths.
be checked for cracks and defects before installation. Any cracked or
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
defective pipe shall not be installed.
testing, the Developer shall repair any settlement of trenches and excavations
In roadway areas, all asphalt and concrete pavement shall be saw cut. When
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
trenching operations cut through concrete pavement, the pavement shall be
Tees, wyes and standing services shall be installed as shown in the Standard
work by the District.
sewer pipe to which it connects and these specifications shall be applicable
removed to a width of 18 inches eater than the top width of the trench. The
Details herein and at such locations as shown on the Plans, or as otherwise
to side sewer work. The slope of side sewers shall not exceed 2-foot vertical
concrete shall be saw cut on a straight line and shall be beveled so that the cut
_ _
directed by the District. They shall not be covered until the District has 3 14
CLEANING AND FLUSHING
o I - foot o ' o tal and a e shall not be less than 2 ercent. Side sewers
gr p
t 1 f of h riz n d
will be approximately 1 inch wider at the top than at the bottom. Asphalt paving
completed inspection and recorded their exact location.
"
shall have minimum 48 cover. When change in slope exceeds 2 inches per foot,
shall be saw cut ahead of the backhoe to prevent excessive tearing up of the
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
surfacing and to eliminate ragged edges.
Variance from established line and grade shall not be greater than 1/32nd of
An inflatable ball of a size that will inflate to fit snugly into the pipe shall be
plugs blocked.
an inch per, inch of pipe diameter, but shall not exceed 1/2 inch or result in
furnished by the Contractor and placed in the last manhole on the pipe to be
3-2
TRENCH EXCAVATION
a level or reverse sloping invert.
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
Trenches shall be excavated to the line and grade designated by the District.
3-10 PIPE JOINTS
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
Unless otherwise specified, trench sides shall be excavated vertically. Trench
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
widths shall be adequate for proper working space and placement of bedding
No joints shall be covered until examined and approved by the District. Only
be removed at the first manhole where presence of the debris is noted. In the
"SEWER" in 2" high white stenciled letters. The entire length of the board shall
material under and around the pipe. The trench width, from the bottom of the
pipelayers experienced with the type of gasket being used in the work 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
trench to 4" above the crown of the pipe, shall not exceed 40 inches for 15-
be allowed to lay pipe. On the request of the District, proof of such
obstruction shall be removed.
pipe.
inch diameter and smaller pipe, or 1.5 times the inside diameter of 1.8-inch
experience shall be funished before laying may begin.
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
Joint material shall be installed according to the manufacturer's 3-15
TESTING OF NON -PRESSURE SEWER PIPE -DEFLECTION 3-19
CONNECTION TO THE EXISTING SYSTEM
furnished, as directed by the District.
recommendations. After the gasket has been affixed, the pipe shall be
TESTING FOR FLEXIBLE SEWER PIPE
No connections shall be made to the existing sewer system without the
handled to ,avoid bumping the gasket, knocking out of position or loading it
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
Excavation for manholes or other structures shall be sufficient to provide a
with dirt or other foreign material. Any gasket so disturbed shall be removed,
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
minimum of 18 inches between the structure and the sides of the excavation,
replaced, cleaned and relubricated before the joint is made. The pipe shall be
personnel for conducting the testing under the observation of the District shall
upon with the District.
enough to allow for proper compaction of the surrounding backfill.
properly aligned before the .joint is forced home. During insertion of the
be furnished by the Developer. All equipment and personnel to conduct the
tounge or spigot, the pipe shall be partially supported by hand, sling or crane
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
is "live, be tightly to breaking into
All material excavated from trenches and piled next to the trench, shall be
as required to minimize lateral pressure on the gasket and to maintain
be performed for the convenience of the Contractor before backfillin , no
manhole channel shall covered, prior
placed and maintained so that the top of the material is at least 2 feet from
concentricit;f until the gasket is properly positioned. Pipe deflection and
pipe shall be accepted until air tests have been performed after bacillin and
P P g
the manhole wall, to prevent debris from entering the sewer line.
the edge of the trench. Excavated material shall be located so that free access
straightening shall be avoided once the joint is home, to prevent creep of the
compacting.
immediately after the connection is made, the new pipe shall be plugged.
is provided to all fire hydrants, water valves, meters and other utilities, and
joint.
The plug shall not be removed without permission of the District. If the
clearance shall be left to enable free flow of storm water in all gutters,
conduits and natural water courses.
Sufficient pressure shall be applied in making the joint to assure that the joint
All es, tees and ends of side sewer stubs shall be plugged with flexible
�' P gg
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.
is home, as defined in the pipe manufacturers standard instructions for
joint caps, or an alternate acceptable to the District, and securely fastened to
3-3
TIMBERING AND SHEETING
installation. Sufficient restraint shall be applied to the line to assure the
withstand the internal test pressure: Such plugs or caps shall be readily
removable and their removal shall provide a socket suitable for making a
Connections of new mains to existing sewer lines shall be made as follows:
The developer shall provide and install timbering and sheeting as necessary
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
flexible -jointed lateral connection or extension. No double plugs shall be
Anew manhole shall be placed over the existing line. The manhole shall be
precast 54-inch diameter except that the base slab shall be cast in place. The
to protect workers, the work, existing buildings, utilities and other properties,
shall be blocked in such a manner as may be required to prevent creep during
used.
new connection shall be plugged and blocked and the existing sewer pipe
and shall meet all OSHA and WISHA requirements.
downtime.
Immediate) following the pipe cleaning,
y g p'p anng, and manhole channeling the pipe
shall not be opened without the permission of the District.
3-4
JACKED OR BORED CROSSING
3-11 MANHOLIES
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,.
All work shall be done in conformance with the requirements of the agency
Precast manhole base sections shall be placed on a well -compacted bedding
The the bedding be less than
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 the be made a stainless
in control of the facility being bored or jacked. See Roadway and Railway
course of bedding material. depth of shall not
for temperature stabilization before future procedure. A pressure gauge with
pipe, connection. shall with
Crossings for further details.
4 inches thick, extending a minimum of 12 inches beyond the outside
perimeter of the base section. The balance of any remaining excavated area
a maximum of 30 p.s.i. shall be used for testing.
steel, or stainless steel with ductile iron flange,. tapping tee, Romac
model "SST" or equal, A FL by MJ adapter is required.
3-5
ROADWAY AND RAILWAY CROSSINGS
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
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
Any method may be used for roadway or railway crossings that provides for
be well tamped and made smooth and level to assure uniform contact supportn
to decrease from 3.5 to 3.0 psi greater than the average back .pressure is equal
to or greater than the listed values for corresponding sizes of pipe shown of
saddle Romac style " "
I , ye CB or equal.
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
to the precast elements.
the air test graph Located elsewhere in Part Four. Hazards created by use of
The existing sewer pipe shall be cut or drilled to ive-a smooths symmetrical
g P P g
or track shall be restored to its original condition after the crossing is
All lift holes and the inside and outside face of rubber gasketed joints
air pressure for testing pipe shall be guarded against, and all plugs shall be
securely blocked to prevent blowouts. A supply air regulator shall be
opening of the proper size. Each connection shall be bedded with a 4-inch
completed. If tunneling or jacking is elected or required for crossings, steel,
p hng j g ' q g
cast iron or concrete pipe casing shall be placed and the sewer pipe laid
between precast .sections shall be thoroughly wetted, pointed, .then filled with
mortar, and smoothed both inside and out. Precast sections shall be placed
installed on the air supply to the sewer that will allow only a maximum
thick concrete pad in place to the lower quadrant of the pipe barrel.
Unsuitable foundation material shall be overexcavated and replaced with
within the casing. For District Standards for boring or tunneling see "Water
and aligned to provide vertical sides and vertical alignment of ladder rungs.
of 6 psig in the line to be tested and. all pressure shall be relieved from the
sewer line before removal of test plugs.
bedding material.
or Sewer Casing Detail on seperate sheet.
The completed manhole shall be rigid, true to dimension and watertight.
3-6
TRENCH FOUNDATION
Manholes set in paved streets or other paved areas shall be set to the finished
When required b the Engineer, all sari sewers constructed of flexible 3-20
q y
TRAFFIC CONTROL
grade of the paving. When required, the manhole frame shall be tilted to
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,
If, in the judgement of the District, the native trench bottoms will provide a
conform to the grade of the paved surface. Manholes not set in paved areas
1p P P
and compaction has been completed. The test shall be conducted by pulling
a solid pointed mandrel with diameter equal to 95 percent of the pipe
and/or agency of jurisdiction. During construction, traffic shall not be delayed
/ g y j g Y
firm base for the subsequent placement of bedding, pipe and backfill, such
shall be set at a finished grade slightlyhi her than that of the surrounding
�' g �
terrain to prevent surface water infiltration into the system. Manholes set
p yst
diameter through the completed .pipeline. Testing shall be conducted on a
a
for more than 5 minutes unless previously approved b the District and the
P y PP y
agency of jurisdiction.
ag Y
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
in unpaved areas shall have an asphalt pad, 2" thick and 6' in diameter
manhole -to -manhole basis and shall be done after the line has been
bottoms shall be over -excavated as necessary to remove all unstable soil and
laced around the manhole casting. Manholes at the end of a line with no
P g
completely flushed out with water. The Contractor will be required, at his 3-21
expense, to locate and repair any sections failing to passs the test and to
T.V. INSPECTION
" "quick"
eliminate "boiling or quick conditions to such a depth as to provide a firm
inflow, shall have sloped floors to drain to the outflow. If there is inflow,
p
retest the section
base. Over -excavated materials shall be replaced with trench foundation
a channel shall be provided. Unless needed to clear a paved road, stub-
Prior to acceptance, all pipe shall be flushed at the contractors expense and
material as specified in Section 2-8. Foundation material shall be placed
outs and channels intended to faciliate future hookup shall be omitted.
T.V. inspected by the District at contractors expense. Contractor shall notify
when ordered by the District.
-
3 16
MANHOLE ACCEPTANCE TESTS
the District 48 hours pior to the need for flushing and T.V. inspection. All
Manhole channels shall be made to conform to the sewer grade and shall be
manholes must be channeled, the sewer system completed and the roadway
3-7
BEDDING MATERIAL PLACEMENT
brought together with well-rounded junctions. Channel sides shall be carried
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.
vertically to the crown elevation of the various pipes. The concrete shelf
Owner. Manholes shall be tested by an approved vacuum test.
Sewer dye, Norlab or approved equal, shall be introduced into the system prior
All flexible pie shall be placed in bedding material of the type specified in
shall be smoothly finished with slopes to drain. Channels shall not narrow
to the T.V. inspection, if required. The T.V. camera must be pulled through
Section 2-9 (a). The bedding shall be placed from a minimum of 4 inches
down to less than the inside diameter of the pipe,
Water testing of the manholes shall not be allowed.
the pipe without use of a hydraulic flushing nozzle. VHS video tape of this
below the pipe barren to 4 inches above the pipe as shown on the
inspection shall be submitted to the District along with a completed certified
Standard Detail herein. Bedding material shall be worked by hand under, around
All pipe openings, when practical, shall be cored before setting the manhole.
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
and over the pipe to the depths required for the full width of the trench.
Pipe connections shall be made by use of a rubber boot connector, Kor N
channeling.
proceed upstream against the flow. All defects revealed by the T.V. inspection
Seal or equal.
shall be repaired by the Contractor to the Districts satisfaction. Any pipe or
All rigid pipe shall be placed in bedding material of the type specified in
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
1/4-inch may be rejected by the District (No sag of 1/2-inch or greater will
Section 2-9 (a) or (b). The bedding shall be placed from a minimum+ of 4
3-11: BACKFILhING
manhole shall be temporarily plugged, taking care to securely brace the
be accepted.) Depending on the severity and extent of the defects, the
inches below the pipe barrel to the spring line of the pipe as shown on the
pipes and plugs to prevent them from being drawn into the manhole.
District may require that the entire pipe run be relayed.
Standard Detail. Bedding shall be placed in more than one lift. The first lift,
No backfilling shall be performed until after the District has inspected the
to provide at least 4-inch thickness under any portion of the pipe, shall be
installation of the pipe and bedding and approved backfilling.
The test head shall be placed at the top of the manhole in accordance to
placed before the pipe is installed and shall be spread smoothly so that the
the manufacturer's recommendations. A vacuum of 10 inches of mercury 3-22
SIDE SEWERS
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
The initial backfill shall be hand placed select material spread evenly over the
bedding material and compacted by hand to an elevation of 6 inches above
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
individually compacted to a minimum of 90 percent of maximum density.
the crown of the pipe for Ductile Iron vie and 10 inches above the crown
for the vacuum to dropto 9 inches of mercury. The manhole shall ass if
side sewers. Commercial waste discharge from fixtures and equipment that
d,
Shoring to be removed,. or moveable trench shields or boxes, shall be located
of the Rive for PVC. This shall be done in such a manner that subsequent
the time A takes the ere to dropfrom 10 inches of mere to 9
may contain grease, including but not limited to, scullery sinks, -pot and pan
at least 2-1/2 pipe diameters away from flexible pipe if the bottom of the
baefillin will not disturb the pipe in an way. Subsequent lifts of not more
g P P y y q
inches of mercury meets or exceeds the values indicated in Table l below,
sinks, dishwashers, soup kettles, and floor drains located in areas where
shoring, shield or box extends below the to of the pipe, unless a satisfactory
g P P�P i'3'
than 2-foot thickness shall be placed as shown on the Standard Details and
ease containing materials may exist, will require a grease interceptor prior
�' g y q g P
means of reconsolidating the bedding or side support material disturbed by
individually compacted to a minimum of 90 percent maximum density.
TABLE 1
to entering the sanitary sewer system. Commercial establishments that may
shorin removal can be demonstrated
discharge oil into the sanitary sewer system will require an oil separator prior
g Subsequent backfilling shall be performed by pushing material from the end
In solid rock excavation, all ledge rock, boulders or stones shall be removed of the trench along and directly over the pipe so that the material will be
g applied in a. rolling slope, rather than by side filling. Backfilling from the
to provide a minimum clearance of 8 inches under the pipe. All material thus sides of the trench will not be done until the District has determined that
removed shall be replaced with bedding material. material has been carefully placed over the pipe to a sufficient depth.
3-8 GRADE LINES 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
The Contractor shall maintain the correct grades between manholes and shall_ material is :not suitable for compaction as backfill, the trench shall be backfilled
check all intermediate grade stakes by means of a taut grade wire between at with imported backfill material as specified in Section 2-7.
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 3-13 COMPACT:[ON OF BACKFILL
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 Compaction of backfill and backfill procedures in public rights -of -way shall,
Developer. Construction staking shall consist of grade stakes at 10 foot at the minimum, conform to the requirements of the governmental agency UN B .
offsets. Stakes at each manhole and intermediate grade stakes shall be offset having jurisdiction thereof. e�;��
w,4sk ��' nF 10 feet and located at 50 foot stations between manholes. Laser beam equipment for grade and alignment control is an acceptable alternative. Bacldilling shhall be compacted to 95 percent of maximum theoretical density �� ti� c�-
11255 Kirkland Way, Suite 300
Kirkland, WA 98033
p. 425.827.2014 1 f. 425.827.5043
&I1 i Structurai Pianning, Survey
in all areas where paving will be placed over the backfill or in shoulder areas
and to 90 Dercent of maximum theoretical density in al. other areas,
Measurement. of compaction density shall be by the modified AASHTO method.
•,_.' --. tom..COAL CREEK UTILITY DISTRICT
DATE
MAY 2007
SCALE
NO SCALE
Depth
(feet)
Manhole Diameter inches
48 54 60 66 72
Time (seconds)
8
20
45
26
29
80
10
25
45
33
36
80
12
30
45
39
43
80
14
35
45
45
51
80
16
40
60
52
58
120
18
45
60
59
65
120
20
50
60
65
72
120
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.
S•335603
LU SHORT PLAT
SEWER EXTENSION
NOTES
�,
I<,
EXPn2Es 07/07/6-1
02
01
ts'
�ss4"(WA . j '
I EXPUM 03/04/
JOB NUMBER
07009.00
SHEET NAME NOTES
SHEET 3 OF 3
Q0'.-)-5»bVD
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