J04 Technical Specifications.pdf

Technical Provisions- TP 3.0 Excavation, Trenching, and Backfilling Page 1

TECHNICAL PROVISION 3.0

EXCAVATION, TRENCHING, AND BACKFILLING

3.01 Scope of Work

The work covered by this section includes the furnishing of all plant, labor, tools, equipment, and material, and performing all operations in connection with the excavation, trenching, and backfilling for the installation of all pipelines, structures, and accessories, all in accordance with these technical provisions and applicable drawings.

3.02 Protection of Excavation

In conformance with applicable safety regulations, the Contractor shall provide suitable shoring and sheeting to protect all excavations and provide safe working conditions for workers.

3.03 Excavation

3.03.01 General

All excavation required for the performance of this contract shall be made by open cut methods unless otherwise shown on the drawings, required by applicable encroachment permits, or approved in writing by the Project Manager.

3.03.02 Trench Excavation

The sides of all trenches for the installation of utility piping systems shall be as nearly vertical as soil conditions permit below the level of the top of the pipe. The width of the trench shall not be less than 12-inches or more than 24-inches wider than the outside diameter of the pipe barrel. Trench excavation shall be centered on pipe alignment such that a minimum clear space of 6-inches is provided on each side of the pipe. Trench width above the level of the top of the pipe may be as wide as necessary for shoring and sheeting, and for proper installation of the work.

The depth of all trenches shall be as indicated on the drawings. If not otherwise specified, the depth of all trenches shall be sufficient to provide a minimum cover of 24-inches at all locations after final backfilling.

Unless otherwise required by applicable permits to be less, the maximum length of trench that may be left open at any one time shall not exceed 500-feet. No trenches shall be left open unless otherwise permitted in writing by the Project Manager.

All trench excavation shall comply with Federal and local OSHA regulations for trench safety.

Technical Provisions- TP 3.0 Excavation, Trenching, and Backfilling Page 2

3.04 Placement and Compaction of Pipe Embedment and Backfill Material

Pipe embedment is defined as that material required to bring the trench bottom up to grade and that material placed alongside and above pipe to a level of at least 6 inches over the top of the pipe. The pipe embedment area is divided into three zones as defined below.

Bedding: Bedding is that portion of pipe embedment zone beneath the pipe. If the native soil is suitable for bedding the pipe without over- excavation, the bottom of the trench shall be accurately shaped such that one fourth of the pipe circumference is provided with uniform bearing and support for each section of the entire length of the pipe. Imported bedding material shall likewise be placed to provide uniform and adequate longitudinal support under the pipe. Bedding material shall be placed and compacted in lifts not to exceed 6-inches in loose measure.

Haunching: Haunching is that portion of the pipe embedment zone from the bottom of the pipe to the springline of pipe. Haunching material shall be placed and consolidated to provide adequate side support to the pipe while avoiding both vertical and lateral displacement of the pipe from proper alignment.

Initial Backfill: Initial backfill is that portion of the pipe embedment zone from the springline of the pipe to a minimum level of 6-inches over the top of the pipe. Initial backfill material shall be placed and compacted in lifts not to exceed 6 inches in loose measure. Compaction shall be performed in a manner to avoid damage and disturbance of the embedded pipe.

3.05 Surface Restoration and Resurfacing

3.05.01 General

The inclusion of a bid item and estimated quantity for asphaltic, concrete, or gravel resurfacing in the Bid Schedule indicates that these items are probable. However, the exclusion of these items from the Bid Schedule does not preclude the possibility that they will be required, merely that they are not anticipated. If unanticipated resurfacing is required, unit prices will be negotiated between the Contractor and the Contracting Officer.

3.05.02 Surface Restoration

After the piping and structures have been installed and all backfilling has been completed, areas which were disturbed shall be brought to true grades. All slopes shall be trimmed and dressed, and all surfaces graded to maintain existing drainage. All streets, alleys, driveways, sidewalks, curbs, or other surfaces which have been disturbed or damaged shall be resurfaced with like materials to a condition equal to or better than the original condition. All excess excavated material shall be properly disposed of by the Contractor.

Technical Provision TP 20.0 Sanitary Sewers Page 1

TECHNICAL PROVISION 20.0

SANITARY SEWERS

20.01 Scope of Work

The work covered by this section includes the furnishing of all plant, labor, tools, equipment, and material, and performing all operations in connection with the construction of gravity sewers, including pipe and fittings, tees, connections to existing manholes, testing, and appurtenances in accordance with these technical provisions and applicable drawings.

20.02 General

The sewer lines shall be constructed in the locations, to the grades, and of the sizes shown on the drawings or as directed in writing, by the Project Manager. Any section of sewer that is found defective in material, alignment, grade or joints shall be corrected. Ground water infiltration shall not exceed a rate of 100 gallons per inch of pipe diameter per mile per day when field tested prior to acceptance. Sewer mains shall be pressure tested with air.

20.03 Materials

20.03.01 Sewer Pipe and Fittings

20.03.01.1 Polyvinyl Chloride (PVC) Pipe

Pipe and fittings shall meet all of the requirements of the latest revision of ASTM specification D-3034. The pipe shall have integral wall bell and spigot joints equal to Johns-Manville Ring- Tite PVC Gravity Sewer Pipe or Certain-teed. Minimum wall thickness shall be as follows:

4-inch pipe 0.093 inches 6-inch pipe 0.180 inches 8-inch pipe 0.240 inches

Standard lengths shall be at least 20 feet to minimize the number of joints required.

20.03.01.2 Ductile Iron Pipe

Pipe shall meet the requirements of AWWA Specification C151 with either mechanical or push-on (single rubber gasket) joints, with cement-mortar lining and bituminous coating inside and out. Thickness shall be at least Class 50 in all

Technical Provision TP 20.0 Sanitary Sewers Page 2 sizes. Wyes or tees may be service weight cast iron with gasket joints or saddle-type fitting such as "Seal-Tite" saddle manufactured by General Engineering Co., Frederick, MD., or approved equal.

20.03.02 Sanitary Tees

All tee connections for sanitary sewers shall be the same material as the pipe being connected. Fittings for PVC pipe shall be injection molded tees or factory solvent cemented saddle tees. Cast iron fittings may be used with ductile iron pipe. Saddles fastened to pipe with external bands shall not be acceptable on any new system.

20.04 Installation:

20.04.01 Sewer Pipe and Fittings

Pipe and fittings shall be installed in accordance with the printed recommendations of the manufacturer, and in accordance with Technical Provision 3.0 - Excavation, Trenching, and Backfilling. All pipe shall be laid to conform to the prescribed line and grade shown on the drawings. Variance from established line and grade shall not be greater than 1/32 of an inch per inch of pipe diameter and not more than a total of 1/2 inch, provided that such variation does not result in a level or negative slope. Unless otherwise approved by the Project Manager, the sewer pipe shall be laid up grade with the bell end forward or upgrade.

Pipe and fittings shall be carefully handled to avoid damage. Damaged pipe and fittings will be rejected and removed from the site within 24 hours. Dirt or other foreign material shall be prevented from entering the pipe or pipe joint during handling or laying operations. At times when pipe laying is not in progress, the open ends of the pipe shall be closed with a temporary plug. Upon completion the sewer main shall be flushed to remove all foreign matter.

20.04.02 Connections to Existing Manholes

The Contractor shall excavate around the existing manhole as required to insure against unbalanced loading on the manhole. The manhole shall be kept in operation at all times and the necessary precautions shall be taken to prevent any debris or other materials from entering the sewer. The Contractor may be required to install a tight pipeline bypass through the existing channel to prevent debris from entering the existing sewer while the interior of the manhole is modified. Pipes shall be brought into existing manholes at the specified elevation and sealed as specified for a new manhole. The existing flow line and shelf shall be removed (if required) and reshaped to provide a channel equivalent to that specified for a new manhole.

Technical Provision TP 20.0 Sanitary Sewers Page 3

20.05 Testing

20.05.01 Visual Test

All sewer lines and manholes shall be inspected visually to verify the accuracy of alignment, freedom from debris and obstructions and watertightness. The Contractor shall notify the Project Manager a minimum of 24 hours in advance of the visual test. The full diameter of the pipe should be visible when viewed between consecutive manholes. The method of the visual test shall be at the Contractor's option unless otherwise specified, and can be photography, closed circuit television, or visually lamping with mirrors and lights. Equipment for the visual test shall be provided by the Contractor.

If the Project Manager determines that the sewer line deviates from the true line or grade in excess of one-inch for line and 1/2-inch for grade, the Contractor shall be required to correct the deviations.

20.05.02 Leakage Test for Sewer Mains

All sewer mains shall be tested for leakage by conducting a low pressure air test. The Contractor shall notify the Project Manager a minimum of 24 hours prior to the air test.

The test equipment to be used shall be furnished by the Contractor and shall be inspected and approved by the Project Manager prior to use. The Project Manager may at any time require a calibration test of gauges or other instrumentation that is incorporated in the test equipment. The gauge used for the air test shall have a minimum division of 0.10 psi and an accuracy of plus or minus 0.04 psi. Air testing shall be done between consecutive manholes throughout the entire length of the installed line. The following procedure for air testing shall be used.

a) Plug all service connections and open ends with suitable test plugs. Brace each plug securely.

b) All gauge pressures in the test should be increased by the amount of groundwater pressure at the center of the pipe.

c) Introduce air slowly into the pipe section to be tested until the internal air pressure is raised to 4.0 psi.

d) After an internal pressure of 4.0 psi is obtained, allow at least 2 minutes for the air temperature to stabilize, adding only the amount of air required to maintain pressure.

e) After the 2 minute temperature stabilization period, disconnect the air supply.

f) When the pressure decreases to 3.5 psi, start timing. Determine the time in seconds that is required for the internal air pressure to reach 3.0 psi.

The test section shall have passed if the time interval is greater than the minimum required time for the size and length of pipe from the following table:

Technical Provision TP 20.0 Sanitary Sewers Page 6

Pipe Minimum Length For Minimum Time For Diameter Time Minimum Time Longer Length, L (In) (Sec) (Ft) (Sec, L in Feet)

4 113 597 0.190 L 6 170 398 0.427 L 8 227 298 0.760 L 10 283 239 1.187 L 12 340 199 1.709 L

20.05.03 Deflection Tests

A deflection test may be taken by the Project Manager not less than 30 days after trench backfill and compaction has been completed. Any diameter of the installed pipe shall not be decreased by more than 5 percent. The test shall be conducted by pulling a mandrel through the pipeline. If the Project Manager determines that excessive deflection has occurred, the Contractor will be required to correct such failures should they occur within the one-year warranty period.

Technical Provisions TP 30.0 Water Service Connections Page 1

TECHNICAL PROVISION 30.0

WATER SERVICE CONNECTIONS

30.01 Scope of Work

The work covered by this section includes the furnishing of all plant, labor, tools, equipment, and material, and performing all operations in connection with the construction of water service lines, including saddles, corporation stops, curb stops, water meters, coppersetters, meter boxes, fittings and appurtenances; and abandonment of existing wells; all in accordance with these technical provisions and applicable drawings.

30.02 Materials

30.02.01 Polyethylene (PE) Pipe

Polyethylene (PE) pipe shall be IPS size, 200 psi, SDR 11 in conformance with ASTM 2239. The pipe shall be produced from high density, ultra-high molecular weight PE 4710, NSF approved resin. The pipe shall conform to the latest revision of ASTM 1248 and AWWA C-901; and shall be equal to Driscopipe 5100 Ultra-line or West Flex. The designation, PE 4710, shall be stamped on the pipe.

Fittings and connections for PE pipe shall be made with non-flare compression connections equal to Ford Pack Joint, Mueller Insta-Tite, or McDonald Mac-Pak.

30.02.02 Saddles

Saddles shall be ductile iron, brass, bronze, or stainless steel with I. P. standard tapping and shall have rigid double straps or bale-type bottom connectors with a flattened surface.

The saddles shall be equal to Ford brass saddles, Mueller service clamps, or Romac style 202 saddles.

30.02.03 Corporation Stops

Corporation stops shall be bronze alloy with inlet I. P. standard thread and outlet thread compatible with the connecting piping, without the use of special adapters. They shall be equal to Ford or Mueller corporation stops.

30.02.04 Water Meters (or as amended in the Special Provisions)

Water meters shall be of cast bronze construction with inlet strainer magnetic drive and a hermetically sealed register. The meter shall read in gallons with a 6-digit totalizer, and accurately record flow from 1/4 to 20 GPM and conform to AWWA C-700. The meters shall be equal to Sensus SR Series or Precision Meter PMM.

Technical Provisions TP 30.0 Water Service Connections Page 2

30.02.05 Coppersetter

Coppersetters shall be all copper or bronze with horizontal inlet and outlet, locking stop at meter inlet, test valve, and adequate brace bars to support the meter in a horizontal position in a rigid manner. The coppersetter shall raise the meter above the normal service line bury depth so as to place the top of the meter and angle valve no less than 6 inches nor more than 10 inches below the top surface of the finished meter box. Tandem coppersetters are required for individual pressure reducing valve installations. The coppersetter shall be sized for 1-inch IPS PE pipe and 5/8” x ¾” water meter, and shall be equal to Ford or McDonald.

30.02.06 Meter Boxes

The coppersetter, angle stop, test valve and meter idler shall be enclosed within a standard sized meter box of wire reinforced concrete or fiber reinforced plastic. All sections of boxes and lids shall be nested or otherwise interlock to prevent lateral movement. Sufficient sections shall be installed to provide a walled enclosure for a minimum depth of 18 inches below the top of the meter. Minimum cover opening dimensions shall be 10 inches x 16 inches, except for tandem coppersetter installations, which require a minimum dimension of 20 inches. Meter boxes shall be equal to Fog Tite concrete meter boxes or Brooks plastic meter boxes.

30.02.07 Individual Pressure Reducing Valves

Individual pressure reducing valves, when required, shall be installed on tandem coppersetters or in the house plumbing and shall be bronze body construction with stainless steel seat ring and strainer. They shall be equal to Watts Series 135 or Mueller Series E-9300.

30.02.08 Water Service Line Installation

Water service lines and appurtenances shall be installed in accordance with Technical Provision 3.0, Excavation, Trenching, Backfilling, and all state and local standards.

A minimum of 2-feet of cover is required over the top of the water service lines. Actual bury depth shall be as specified by the Project Manager. Service lines shall be cut using a tool or tools specifically designed to leave a smooth, even and square end on the pipe.

Cut ends shall be reamed to the full inside diameter of the pipe. Pipe ends to be connected using fittings which seal to the outside surface of the pipe shall be cleaned to a sound, smooth finish before installation. Splices shall be kept to a minimum and shall be made with compression type couplings. No splices shall be made within 10 feet of any sewer line.

All service connections to water mains shall be made using the specified saddles.

Particular care shall be exercised to assure that the main is not damaged by installation of

Technical Provisions TP 30.0 Water Service Connections Page 3 the saddle. The saddle shall be aligned on the water main so that it is at a 45-degree angle above the springline of the pipe. Where required, the Contractor shall reconnect existing water service connections to new water mains using materials specified herein.

The Contractor shall also connect the water service line to the existing water service line from the house or facility which is being served, if available. Otherwise this line shall be extended to with 5-feet of the proposed building (house) and the end plugged and the location marked. The Contractor shall provide approximately 10-feet of additional PE pipe and left in the trench of the service line extends only with 5-feet of the house.

Individual pressure reducing valves, where required, shall be installed on tandem coppersetters housed in a appropriately sized meter box, or in the house plumbing as shown on the drawing or as determined by the COR.

Individual double check valve assemblies, where required, shall be housed in a separate (from the water meter) appropriately sized meter box, or in the house plumbing as shown on the drawing or as determined by the COR.

30.02.09 Freezeless Yard Hydrant

Freezeless yard hydrants shall be installed only at locations specifically designated by the Project Manager.

Hydrants shall be designed for 3-foot bury, with no stuffing box, adjustable flow, ¾-inch brass hose thread on outlet. Handles shall have locking hasp. The Contractor shall provide a lock and two keys for each yard hydrant.

Install with spout 36-inches above ground surface. Place 4-cubic feet of clean coarse gravel around base of hydrant to provide for drainage. Compact around hydrant in one foot lifts to at least the density of surrounding earth. Locate as directed by the Project Manager. A separate shut-off valve is not required.

30.02.10 Individual Double Check Valve Assembly

Individual double check valve assemblies shall be bronze body construction with replaceable seats and ball valve test cocks. They shall be equal to Watts Series 709.

30.02.11 Curb Stop and Appurtenances

Curb stops shall be bronze alloy or cast brass, Minneapolis pattern with conductive compressions for IPS, PE plastic pipe. The curb boxes shall be case iron Minneapolis pattern, length as appropriate, with compatible stationary rod and lid. Two combination keys and two pentagon wrenches shall be supplied and included in the bid price for the curb stops and boxes. They shall be suitable for the curb stops and boxes furnished.

Technical Provisions TP 30.0 Water Service Connections Page 4

30.03 Encasement Pipe for Water Service Line

30.03.01 Encasement Pipe Material

PVC encasement pipe shall be the diameter shown on the drawings and shall conform to material specification ASTM D1784, Type 1, Grade 1, manufacturing specification ASTM D2241, and the pipe shall be PVC schedule 80. All PVC pipe joints shall be rubber compression ring type with rubber gaskets conforming ASTM F477, and equal to J-M Ring Tite PVC Pressure Rated Pipe, or PWPipe TwinSeal PVC.

Steel encasement pipe and fittings shall be the diameter shown on the drawings and shall be Schedule 40 and shall conform to ASTM A120. The pipe shall be joined by the use of threaded steel couplings.

30.03.02 Encasement Installation

Where encasement pipe is required and the open cut method of installation is allowed, the Contractor shall install encasement pipe in accordance with Technical Provision 3.0, Excavation, Trenching, and Backfilling.

Water service lines crossing roads or rights-of-way which cannot be open cut shall be bored. The Contractor shall bore the crossing by using a pneumatic or hydraulic boring machine such as a Hole Hog, or shall use water jetting equipment. Minimum allowable encasement pipe diameter for the crossing shall be of sufficient size to allow the water service line to be easily slid into position.

30.04 Flushing and Testing

Prior to installation of the meter and connection to the building or house, the entire water service line and appurtenances shall be flushed. Testing shall be accomplished by applying normal main pressure to the exposed water service line and inspecting all joints for leaks. All leaks shall be repaired. If a new water main is concurrently installed with the water service lines, then the service lines shall be tested concurrently with the main line with all joints exposed for leaks. No additional allowable leakage shall be allowed for the PE service lines.

30.05 Disinfection

Disinfection of the water service line shall be performed by the Contractor after the system is complete using liquid chlorine only with a minimum concentration of 50ppm. Use of HTH or other granular compounds will not be allowed. The chlorine solution will remain in the water service line for a minimum of ½ hour. The water service line will then flushed until chlorine residual is eliminated. Care shall be taken by the Contractor to prevent any accidental water use by the homeowner during disinfecting. After the chlorine residual has been completely eliminated, the contractor shall take water samples from the house for bacteriological examination by an EPA certified laboratory. Sampling methods shall be in accordance with recommendations of the laboratory. Testing shall be done at the Contractor's expense. If unsafe

Technical Provisions TP 30.0 Water Service Connections Page 5 bacteriological results are received, the Contractor shall re-chlorinate and flush as necessary until safe bacteriological test are obtained. Any re-chlorination and testing needed will be at the Contractor's expense.

30.06 Abandonment of Existing Cased Well

If required by price schedule (Attachment B), the Contractor shall abandon the existing well at the location shown on the drawings, by the regulations set forth in the Washington State Department of Ecology's Minimum Standards for Construction and Maintenance of Wells, Chapter 173 WAC, WAC 173-160-415, abandonment of wells, Paragraphs (1), (2), and (3). If the site is in Oregon State, the respective Oregon Standards shall apply.

Specifically, the manner in which this shall be done is as follows:

The casing shall be cut below ground level, and perforated from the bottom to within 5-feet of the land surface and pressure grouted. Perforations shall be at least four (4) equidistant cuts per row, and one (1) row per foot. Each cut shall be at least on and 1½-inches long.

Piping of sealing materials directly to the point of application or placement by means of a dump bailer is recommended. If cement grout, neat cement, or puddled clay is used as a sealing material below the static water level in a well, it shall be placed from the bottom up by methods that avoid segregation or dilution of the material. When used to place grout, the discharge end of the tremie tube shall be submerged in the grout to avoid breaking the seal while filling the annular space.

The existing water service line from the well shall be abandoned in place, and power to the pressure system shall be permanently disconnected per local and/or NEC codes.

Technical Provisions – TP 33.3 Well Abandonment Page 1

TECHNICAL PROVISION 33.0

WELL ABANDONMENT

33.01 Scope

This section includes the proper abandonment of wells including well holes, submersible pumps, drop pipe, and submersible cable. This specification should be used as a guide. Washington State Standards should be referred to for complete requirements.

33.02 General

The work covered by these specifications includes the abandonment of individual water wells at sites as indicated on the bid schedule. Work shall be done at the locations staked by the COR or as indicated on the attached plans. It shall be the Contractor's responsibility to examine the site with the Project Manager in advance of any work being performed. All materials shall conform to Washington Administrative Code, Chapter 173-160 for well abandonment.

33.03 Existing Cased Wells

Abandonment shall conform to Washington Administrative Code, Chapter 173-160.

33.03.01 Removal of Existing Components

Remove well pump, liner, debris, obstructions, and well drop-pipe from existing wells prior to abandonment. Pull casing or cut casing off 2 feet below ground surface. Perforate or withdraw the casing from the bottom to within five feet of the land surface and pressure seal. Perforations shall be at least four equidistant cuts per row, and one row per foot. Perforations must be sufficient to allow neat cement grout or neat cement, or bentonite slurry to migrate outside the casing and effectively prevent the movement of water. Apply enough pressure to force the sealing material through the perforations, filling any voids on the outside of the casing. Fill hole with well fill material to two feet from the surface.

33.03.02 Placement of Sealing (fill) Material

Sealing (fill) material placed below the water level shall be piped directly to the point of application or placed by special means. As the sealing material is placed, the existing well tile may be encapsulated into the seal material. If concrete, neat cement grout, bentonite, bentonite slurry, or neat cement is used to seal below the static water level in the well, the material shall be placed from the bottom up by methods that avoid segregation or dilution of the material. All authorized sealing material placed above the static water level or into the dewatered portion of the well may be hand poured above the static water level, provided the material does not dilute or segregate, and result in a seal free of voids. When decommissioning wells that were originally constructed without casing, unhydrated bentonite chips or pellets may be hand placed, provided it forms a continuous seal.

Technical Provisions – TP 33.3 Well Abandonment Page 2

33.04 Submittals

The Contractor shall submit for approval prior to construction:

A. Method of abandonment.

B. Well Sealing (Fill) Material

C. DOE Well Notice of Intent

D. DOE Well Abandonment Report

33.05 Records

File Notice of Intent and Abandonment Reports with Washington Department of Ecology (DOE) designated state. Provide copies to the project engineer within 30 days.

File DOE Well Abandonment Repor with DOE. Provide copies to the project engineer within 30 days.

TP 33 Well Abandonment.pdf