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PART TWO — MATERIALS
NOTE: *Developer" in these specifications shall also signify 'Contractor'
for the purpose of District Financed Projects.
2-1 GENERAL
All materials and equipment shall be new and undamaged. Where possible,
the same manufacturer of each item shall be used throughout the job.
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. Materials that are not included in the material list shall not
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 before commencement of
construction with the materials listed.
2-3 GUARANTEE BY MANUFACTURER
If requested by the District or 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 DUCTILE IRON PIPE AND FITTINGS
(a) Ductile iron pipe shall conform to AWWA Standard C-151. Pipe
shall be thickness class 52 or as indicated on the Drawings. Pipe and
fittings shall have cement mortar lining conforming to AWWA Standard
C-104. Joints shall be mechanical joint or push -on joint and shall
conform to AWWA Standard C-111.
(b) Cast iron fittings shall conform to AWWA Standard C-110 or C-153.
Mechanical or push -on joints shall conform to AWWA Standard C-111.
Flanged joints shall conform to ASA Standard B-16.1, class 125.
Flange gaskets shall be ring type, cloth insert rubber, 1/16-inch thick,
equal to Rainbow or Durable Garlock.
2-5 COPPER PIPE AND FITTINGS
(a) Copper pipe shall conform to ASTM B 88, type K, annealed.
(b) Fittings shall be brass conforming to ASTM B 62 for compression style
connections.
See Standard Details.
2-6 VALVES
(a) Gate valves shall be resilient seated, non -rising stem, conforming to
AWWA Standard C-509. Valves shall be open by turning counterclockwise.
Joints shall be as indicated on the Plans.
(b) Butterfly valves shall conform to AWWA Standard C-504 as supplemented
herein. Valves shall be Class 150B with flanged, mechanical joint, or flanged
x M.J. end connections. Valves in chambers shall be handwheel operated with
integral position indicators. Buried valves shall have a stem extension with
AWWA 2-inch operating nut and suitable valve box. Buried valves 14 inches
or larger and other valves that may be designated "critical" shall be provided
with a ground level position indicator and valve box adaptor. Rubber seats may
be either body or disc -mounted. Valves using hardware to retain the seat shall
positively secure all internal fastners with lockwires or equivalent means.
Manual operators shall be certified to withstand an input torque of 450 foot-
pounds in either extreme position of travel. This torque shall be absorbed by
individually adjustable travel stop mechanisms using the operator housing to
limit travel. All valve operating nuts shall be brought to within three (3) feet
of the finished grade.
2-7 FIRE HYDRANTS
Hydrants shall have a 5-1/4-inch main valve opening (MVO), 6-inch MJ
connections, two 2-1/2-inch hose connections, ASA (National) standard thread
and a 4-inch pumper connection with City of Seattle standard threads. They
shall have 36 inches of ground cover unless otherwise required, and be flanged
at the ground line. Hydrants shall be constructed that the direction of the
pumper connection may be rotated to face the roadway. Hydrant shackles
and straps shall be as shown on the Standard Details. Hydrants shall be
Clow Medallion, Mueller, M & H, or Waterous Pacer model WB-67-250.
See Standard Details.
2-3 VALVE BOXES
Valve boxes in non -paved areas shall be cast iron, two-piece, suitable for
installation required, equal to Rich Co. style 045 with drop in handle or
approved equal. Valve boxes in paved areas shall be cast iron, two-piece,
with standard style traffic lid. Locking lids of approved design shall be
used where designated on plans.
2-9 CORPORATION STOP, SERVICE CLAMP, CURB STOP
See Service Connections in Standard Details.
2-10 TWO—INCH BLOW OFF
See Standard Details.
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2-11 PRESSURE REDUCING STATION
See Construction Drawings and Detail Sheet.
2-12 AIR AND VACUUM RELEASE VALVES
See Standard Details.
2-13 DETECTOR CHECK VALVE
Detector check valves shall be U.L. approved, FEBCO Model 806 DDC or
equal.
See Standard Details.
2-14 HYDRANT GUARD POSTS
Guard posts shall be precast concrete nine inches (9") in diameter by six feet
(6') long constructed with concrete having minimum strength of 3,500 psi.
Reinforcing shall consist of a minimum of four (4) #3 deformed steel bars.
See Standard Detail #4 for placement.
2-15 VALVE MARKER POSTS
Valve marker posts shall be equal to Fog-Tite Meter Seal Company
product 4" x 4" - 42" long.
See Standard Details.
2-16 CONCRETE BEDDING AND BLOCKING
Bedding and blocking concrete shall be Portland cement concrete
containing four sacks of cement per cubic yard and a maximum aggregate
size of 1-1/2 inches. Maximum slump shall be 3-1/2 inches.
2-17 BOLTS IN PIPING
Bolts shall be carbon steel, zinc or chromium plated, brass or stainless steel.
2-18 BEDDING MATERIALS
Bedding material shall be well -graded, clean, granular sand and shall meet
the following requirements:
U.S. Standard % Passing
Sieve Size By Weight
Sand:
3/8" square opening 100
1/4" square opening 90-100
#10 sieve 40-75
#40 sieve 15-40
#200 sieve 0-15
2-19 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
2-20 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.
2-21 TOP COURSE AND KEYSTONE MATERIAL
For use in 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 following
requirements.
U.S. Standard % 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.
2-22 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.
2-23 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.
PART THREE — CONSTRUCTION
3-1 GENERAL
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.
In roadway areas, all asphalt and concrete pavement shall be saw cut and vacuumed.
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 ALIGNMENT
Pipe shall be laid to the specified grade and alignment as staked in the field.
Alignment deviation shall not exceed 0.5 feet. Replacement of stakes lost or
destroyed shall be made at the Developer's expense and in accordance with
Contract Plans, including modifications called for by the District.
3-3 TRENCH
Trenches shall be excavated to the line and grade designated by the District.
Except for unusual circumstances where approved by the District, the trench sides
shall be excavated vertical and the trench shall be excavated to only such widths
as are necessary for adequate working space. The maximum trench width at the
top of the pipe shall normally be the outside diameter of the pipe barrel plus 16
inches. The trench shall be kept free from water until joining material has set.
Surface water shall be diverted so as to not enter the trench. The Developer shall
maintain sufficient pumping equipment on the job to insure that these provisions
are carried out. Boulders, rocks, roots and other obstructions shall be entirely
removed or cut out to the width of the trench and to a depth of 6 inches below
water main grade. Where material is removed form below a water main grade, the
trench shall be backfilled to grade with material satisfactory to the District and
thoroughly compacted. Trenching operations shall not proceed until pipe laying
is ready to commence and not more than 300 feet of trench shall be opened in
advance of pipe laying operations without written approval of the District. All
work on County right-of-way shall be backfilled in its entire each day._
The depth of trenching for water mains shall be such as to give a minimum cover
of 36 inches over the top of the pipe unless otherwise specified. Pipe cover shall
be increased as required to provide minimum 6-inch clearance when crossing
culverts or existing utilities, and due to localized breaks in grade. Where the
profile of the pipeline and ground surface is shown on the Plans, the pipeline shall
be laid to the elevation shown, regardless of depth. Excavation shall be to such
depth that the minimum cover over the valve nuts shall be one foot. No valve shall
be located in such a position as to be in any roadside ditch, drainage ditch or
channel.
3-4 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 2-19. Foundation
material shall be placed when ordered by the District.
3-5 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.
3-6 DUCTILE IRON
Pipe laying shall in general conform to AWWA Standard C-600 and the
manufacturer's recommendations unless specifically contradicted by these
Specifications. Special care shall be taken in handling pipe to avoid
damaging ends, coatings and linings. Pipe shall be carried in slings and shall
not be rolled or dragged.
The pipe shall be cleaned of all foreign material and examined for defects
before lowering into the trench. Whenever the pipe laying is not in process,
the last section of pipe shall be tightly capped or plugged. No pipe cutting
will be allowed except by means of a cutter or other device approved by the
District. The trench shall be overexcavated 4 inches and a sand bedding shall
be placed and compacted under and around to the spring line of the pipe.
After approval by the District, the backfilling shall then be completed in
conformance with the section on backfilling of this Specification.
3-7 BEDDING MATERIAL PLACEMENT
All rigid pipe shall be placed in bedding material of the type specified in
Section 2-18. The bedding shall be placed from a minimum of four (4)
inches below the pipe barrel to the spring line of the pipe as shown on the
Standard Details. Bedding material shall be worked and compacted by hand
under, around and over the pipe to the depths required for the full width of
the trench.
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 Details and individually
compacted to minimum 90 percent of maximum density.
3-8 BACKFILLING 3-16 CONCRETE BLOCKING 3-22 CONNECTION TO EXISTING PIPE LINES
No backfilling shall be performed until after the District has inspected the Concrete blocking shall be cast from 1:3:6 mix with a slum of not more than
installation of the pipe and bedding and approved backfilling. six inches (6" ). Concrete blocking shall be cast -in -place, not mixed in trench) No connections shall be made to the existing system until all hydrostatic and
and have a minimum of 1/4 square foot bearing against the fitting and bearing purity tests have been satisfactorily completed for the new sections of pipe.
The initial backfill shall be hand placed select material spread evenly over the The two systems shall be completely isolated up to this point.
area against undisturbed soil as shown in the Standard Details. Additional bearing
bedding material and compacted by hand up to an elevation of 12 inches area may be required by the District. Blocking shall bear against fittings only Where cut -ins are to be made in existin i es, the work shall be conducted
above the top of the pipe. This shall be done in such a manner that subsequent and shall be clear of joints to permit taking up or dismantling joints. All g p p
such a time and in such a manner as to minimize the interruption of
backfilling will not disturb the pipe in any way. Subsequent lifts of not hydrants, bends, tees, and valves shall be blocked. The Developer shall se
more than 12-inch thickness shall be placed as shown on the Standard Details install blocking that is adequate to withstand full test pressure as well as service. Necessary pipe, fittings and gate valves shall be assembled at the site
ready for installation prior to shutting off water in the existing main. Once
and individually compacted to minimum 90 percent maximum density. operating pressures under all conditions of service. Vertical blocking, when
Subsequent backfilling shall be performed by pushing material from the end required, shall conform to that shown in the Standard Details. the water has been cut off, the work shall be prosecuted vigorously and shall
of the trench along and directly over the pipe so that the material will be not be halted until the line is restored to service. All fittings required for the
applied in the form of rolling slope, rather than by side filling. Backfilling 3-17 AIR AND VACUUM RELEASE VALVE INSTALLATION connection shall be thoroughly swabbed with chlorine solution prior to connection
from the sides of the trench will not be done until the District has determined Unless specifically provided for elsewhere in these Specifications, the Developer
that material has been carefully placed over the pipe to a sufficient depth. See Plans. Location of the air release valves as shown on the Plans is shall have the responsibility of giving at least 24 hours notice to the District of
approximate. The installation shall be set at the high point of the line. intention to disrupt service and shall give at least 24 hours notice to the affected
In areas such as existing paving, or in areas to be paved or shoulder areas, water users.
where the District determines minor settlement would be detrimental and the 3-18 HYDROSTATIC PRESSURE TEST
native excavated material is not suitable for compaction as backfill, the trench Developer shall not operate any valves, including fire hydrant valves, in any
shall be backfilled with imported backfill material as specified in Section 2-23. The hydrostatic pressure test shall be performed after the water system to be part of the existing water system, except in the presence of the District.
tested is initially filled, but before bacteriological sampling is conducted. Developer shall notify the District 24 hours in advance of the need to operate
3-9 COMPACTION OF BACKFILL Filling of mains from existing facilities shall be through an approved Reduced valves.
Compaction of backfill and backfill procedures in public rights -of -way shall, Pressure Backflow Device (RPBD) or Double Check Valve Assembly (DCVA). 3-23 WET TAPS
at the minimum, conform to the requirements of the governmental agency Hydrostatic pressure tests shall be performed on all valved sections. The test The material existing
requirements for wet or "hot" taps of
having jurisdiction thereof. shall be made at the low point of the section. Only District .personnel shall q p tmg pipe lines shall be
as follows:
operate valves. At no time shall the Developers personnel operate valves
Backfilling shall be compacted to 95 percent of maximum theoretical density, during the testing procedures. TAPPING GATE VALVES
from the pipe crown to the surface, in all areas where paving will be placed
over the backfill and in shoulder areas and to 90 percent of maximum The Developer shall provide all necessary equipment, including temporary Valves shall be of the resilient -seated variety and shall meet or exceed the
theoretical density in all other areas. Measurement of compaction density blowoff assemblies and provisions for temporary thrust restraint, and shall requirements of AWWA C509. Valves shall be coated internally and externally
shall be by the modified AASHTO method. perform all work connected with the tests. The installation shall be tested
with fusion bonded epoxy coating meeting or exceeding AWWA C550. Double
at 250 psi. All mains, valves, hydrants, service fittings, and thrust blocks are to metal disc or solid metal wedge valve designs are not acceptable. All valves
Compaction of backfill shall be achieved by power operated tampers, or roller be tested at 250 psi. All service lines shall be tested from the main to the curb shall be new and of current manufacture and shall display a current casting date.
vibration equipment. Water settling will not be accepted as a means of compaction. stop, in conjunction with the main at the pressure stated above. Containers used p y g
If excavated material has a CaliforniaBearing Ratio for compacted and soaked during testing must be clean of debris and disinfected. A 300 p.s.i. pressure For applications with working pressures exceeding 175 psi, a ductile iron valve
sample of less than 7, or for any other reason in the judgement of the District gauge is to be used during test. cannot be compacted as specified, such excavated material shall be replaced rated for 250 psi or higher working pressure shall be used. The valve shall be
with imported backfill material. No backfill shall be placed without immediate For approval, the pressure shall not drop more than 5 psi in 15 minutes. Any U.S. Pipe "Metroseal 250' or approved equal. For applications with working
compaction according to these specifications. deffective joints, pipe or fittings shall be replaced at the Developer's expense pressures below 175 psi, valves of the following manufacture, or an approved
and the test repeated until satisfactory. Maximum test L = 1000 Ft. A 300 psi equal, are accptable. Clow, M & H, Mueller, U.S. Pipe.
The District will require that the services of an independent testing laboratory or guage shall be used. TAPPING SLEEVES
County testing laboratory be employed to perform in -place density tests to
ascertain whether the specified density can be or has been obtained, and the cost 3-19 STERILIZATION AND FLUSHING OF WATER MAIN All tapping sleeves shall be rated by their manufacturer for a working pressure
thereof shall be borne by the Developer. of at least 200 psi. Acceptable sleeve types are as follows:
Sterilization of water lines shall conform to AWWA Standard C-601.
Regardless of the approval of the District as to the manner of compaction or Chlorination shall be by chloride -bearing compound placed in each pipe "Mechanical Joint" Style: May be of either ductile or grey iron construction,
testing, the Developer shall repair any settlement of trenches and excavations length or capsules secured to the top of the barrel of each pipe length. although ductile iron is referred. Acceptable for -
both size on -size and non
that may occur within two years after compaction and formal acceptance of the Chlorine residual shall not be less than 50 arts per million. Sterilization g p P "
work b the District. p p size -on -size applications on cast iron, ductile, iron, and AC mains through 12
y shall include all pipe mains, all pipe runs to hydrants and all service lines to on 12" only. All mechanical joint sleeves shall be new and of current manufacture,
the curb stop. Contact period shall be for a minimum of 24 hours during shall display a current casting date and be manufactured by Clow, Dresser, Mueller,
3-10 POLYETHYLENE ENCASEMENT which time all valves shall be opened and closed. After the contact period, Tyler, U.S. Pipe or approved equal.
all mains, services and pipe runs to hydrants shall be thoroughly flushed and
Where the District determines that the pipe will be installed in corrosive soils, dechlorinated. A pressure test will be taken; then a water sample taken for "Stainless Steel" Style: The District prefers all stainless construction in this style.
the Developer will protect the pipe with a polyethylene encasement as per testing and approval by the Washington State Department of Health. Flushing However, stainless sleeves with ductile iron (but not carbon steel) flanges are also
ANSI/AWWA C105/A 21.5 82. No holes or repairs in the polyethylene encasement water drawn from pipe or hydrant shall pass through an approved RPBD or DCVA. acceptable. These sleeves are acceptable for all applications on ductile iron, cast
are allowed. Tapeing is required - poly wrap tape. No pressure testing is allowed during contact period. iron and AC mains through 12" on 12" only. Stainless sleeves shall be manufactured
3-11 JACKED OR BORED CROSSING The environment to which the chlorinated water is to be discharged shall be by JCM or Romac or be an approved equal.
inspected and if there is any question that the chlorinated discharge will cause The District may at their option make all connections to existing mains and make
All work shall be done in accordance with the requirements of the agency in damage to the environment, a reducing agent shall be applied to the water to all crossings of existing roadways at the expense of the Developer.
control of the facility being bored or jacked. See highway crossings and to be wasted to neutralize the chlorine residual remaining in the water. Disposal g g y p p
railroad crossings (Section 3-12) for further details. may be made to any available sanitary sewer provided the rate of disposal 3-24 BACKFLOW PREVENTION DEVICES
does not overload the sewer and the disposal is approved by the sewer agency
3-12 HIGHWAY CROSSINGS AND RAILROAD CROSSINGS having jurisdiction. Where necessary, federal, state and local regulatory Where the possibility of contamination of the water supply exists, the District will
agencies should be contacted to determine special provisions for the disposal require certain services be equipped with a backflow prevention device. The only
This item applies only to rigid surface pavements. The Developer may use of heavily chlorinated water. acceptable device is that which operates on the reduced pressure principle as
any method that provides satisfactory results and is acceptable to the indicated in the latest edition of the DOH approved list. The determination as to
governmental agency having control of the road and to the District, provided Water required for flushing and testing due to non -passing purity tests, and pp
to main breaks caused b the Developer, shall be aid for b the Developer the need, size and location of a backflow device shall be determined solely by the
that the Developer restores the roadway to. its original condition. Normally, Y P P y P District.
highway crossings require the placing of a steel casing by jacking or at the existing Water District rates.
tunneling and laying the water mains within this casing. For steel casing
specifications - see Plans. For District Standards for boring or tunneling see 3-20 REPLACING ROAD SURFACING 3— 25 TRAFFIC CONTROL
"Water or Sewer Casing Detail" on separate sheet. All traffic control shall be according to the Manual of Uniform Traffic Control
The Developer shall restore all roadway and driveway surfaces excavated or Devices and/or the agency with local jurisdiction. During construction, traffic shall
3-13 FIRE HYDRANT INSTALLATION disturbed to a condition acceptable the District and to the government agency not be delayed for more than 5 minutes unless previously approved by the District
having control of the road. Before replacing asphalt surfacing, the edges of and the agency jurisdiction.
Hydrant installation shall generally conform to AWWA Standard C-600 and the existing asphalt shall be trimmed, as necessary, to make a smooth joint.
the Standard Detail Fire Hydrant Assembly". The concrete guard posts as Where concrete must be broken out prior to trench excavation, the cut in the 3-26 ASBESTOS CEMENT PIPE
shown on the Standard Detail Drawing shall be installed where required by concrete shall be made by sawing square and straight with a concrete saw to
the District. Shackle rods shall receive two coats of cold tar or asphalt prior a depth of not less than 1 inch. All pipe work and procedures are to be followed as set forth in WAC-296-62-077
to installation. Pumper nozzle shall face the road after installation is completed. 3-21 SERVICE CONNECTION thru 296-62-0776, including appendix A thru J,
3-14 GATE VALVE INSTALLATION 3-27 NEW WATER SERVICE LINES
(a) Ductile Iron Pipe: Connections into ductile iron pipe shall be by
Before installation, gate valves shall be cleaned of all foreign material as single strap saddles for 1-inch or smaller services and shall be made
with double strap saddles for 1-1/2-inch and lar larger. Connections larger All new water service lines shall be marked with a 2 x 4 board which is to be
earlier specified for installation of pipe. Such blocking as the District may Pg g r located at meter box and the to of which shall be painted white and extended
deem necessary shall be provided. The valve and valve box shall be set than 1-1/2-inch shall be made as required by the District. All saddles 4 feet above the ground labeled WATER" in 2" high blue stenciled letters.
plumb with the valve box centered on the valve. The top of the valve box shall be epoxy coated and have stainless steel straps,
shall be set to the grade indicated by the District. If the valve nut is over 3-28 STREAMGUARD CATCH BASIN INSERTS
3 feet deep, operating nut extensions shall be used. (b) Service saddles, corporation stops, tees, curb stops and reducers shall
be as manufactured by Ford or equivalent. All catch basins located along project shall have a streamguard sediment catch
Valve markers shall be set where required by the District. The marker shall be basin insert model 9226 as manufactured by Ultra -Drain Guard, model 3003 as
set on a line through the valve at a right angle to the centerline of the road. (c) Taps to be made using tapping machine. manufactured by Foss Environmental or approved a ual installed. Inserts are to
The marker shall be generally set on the property line unless the District decides q
another location is safer or more conspicuous. Operating nut extensions shall be be cleaned and replaced by Contractor per manufacturer's recommendations or
by District direction.
used if the nut is over 3 feet deep.
3-15 VALVE BOX INSTALLATION
Valve boxes shall be set flush in pavement. If placed in gravel areas, an asphalt
pad 2 inches thick and three feet in diameter shall be placed around the box.
The top of the valve box is to be set with the ears parallel to the water main. Wqw296203
APPROVED:
PART TWO AND THREE: TECHNICAL SPECIFICATIONS
3h2/02 WH PRESIDENT BOARD OF COMMISSIONERS DATE
9/04/01 DBH
WATER EXTENSIONS SECRETARY BOARD OF COMMISSIONERS DATE
7/30/01 DBH
REVISIONS DATE APPFIOVED I I COMMISSIONER DATE
COAL CREEK 7415 129TH AVE. S.E.
UTILITY DISTRICT NEWCASTLE, WA8HINaTON 98058
TELEPHONE: (425) 235-9200
SAINT CLAIRE
02006.00
SHEET NO.
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