Concho_Raw_WL_Phase_2_Specs_072919.pdf

SPECIFICATIONS

TABLE OF CONTENTS

BARRICADES, WARNING AND DETOUR SIGNS. . . . . . . . . . . . . . . . . . . . . . . . . . . SECTION 11

CLEANING UP . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SECTION 18

BORING AND CASING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .SECTION 101

EXCAVATION, TRENCHING & BACKFILLING FOR

UTILITY SYSTEMS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SECTION 110

SODDING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SECTION 113

PVC PIPING …………. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .SECTION 301

WATER LINE DISINFECTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .SECTION 305

THRUST BLOCKING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .SECTION 308

FLUSH VALVES. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. .SECTION 312

GATE VALVES AND BOXES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .SECTION 321

MASTER METER VALVE AND VAULT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SECTION 322

TOC - 1

SECTION NO. 11

BARRICADES AND WARNING AND DETOUR SIGNS

11-01 GENERAL

The Contractor shall, before closing the street or causing any obstruction to traffic, furnish and erect suitable barricades and warning and detour signs at all locations necessary to protect and direct the traveling public.

The Contractor shall furnish and maintain red lights or yellow reflecting, battery operated barricades at all locations of barricades and warning and detour signs on or in the vicinity of the project.

The barricades shall be neat in appearance, firmly constructed of good lumber and properly painted, so as to be visible at night. The paint shall be reviewed as often as necessary to keep them thoroughly visible at all times.

The warning signs shall be neat in appearance, well constructed, and firmly attached to the barricades or supporting member. Reflectorized or reflector button signs shall be used. The wording, size, and color of letters and signs shall be such that they shall be thoroughly visible, legible, and understandable at all times, and the paint and buttons shall be renewed as often as necessary to keep them so.

In addition to barricades and warning and detour signs which the Contractor shall place to protect the traveling public, additional signs shall be placed at locations shown on the plans or where otherwise necessary to inform the traveling public of the proper routes to follow and to inform when an approach street is closed at the next intersection or when the approach street can be used only with proper caution. These warning and detour signs shall meet the specifications of the above barricades, and shall be of proper size and type for the purpose used for the locations at which they are placed.

The Contractor shall assume all responsibility for the placing and maintenance of barricades and warning and detour signs. If, in the opinion of the Engineer the Contractor has not complied with the above requirements, he may notify the Contractor. Immediately upon receipt of such notification, the Contractor shall immediately comply with the foregoing terms.

No direct compensation will be made to the Contractor for furnishing, installing and maintaining barricades and warning and detour signs and their subsequent removal, and for all other incidentals necessary for the proper direction, safety, and convenience of traffic during construction, as this work is to be considered subsidiary to any item of construction where deemed applicable by the Engineer.

11-01

SECTION NO. 18

CLEANING UP

18-01 GENERAL

After the construction work has been completed, the Contractor shall remove all debris, trash, excess materials, form lumber, etc., occasioned by his work from the premises, and shall leave the construction site in workmanlike condition and in a neat appearance for the final acceptance.

All excavation shall be backfilled and all excess excavated materials shall be disposed of as specified. Waste heaps, where permitted, shall be dressed up and left in a neat appearance. All stakes, guy wires, braces, etc., occasioned by the work shall be pulled up or cut off at the ground and removed from the premises.

18-02 SCHEDULE

Where the construction work is spread over considerable area, the Contractor shall at the direction of the Engineer, clean up streets and leave them in a usable condition as he finishes any considerable section of the construction. For final acceptance, the entire site of the construction must be in a neat and workmanlike condition insofar as the construction work is responsible.

18-01

SECTION NO. 101

BORING AND CASING

101-01 GENERAL

For laying pipes under railway, pavement, or other structures where the width is small enough to permit proper grading and jointing, the hole excavated shall be just large enough to push the pipe through it and it will be classified as boring. If "boring" and "tunneling" are both set up on the Proposal, the hole bored shall not be more than two (2) inches greater in diameter than the outside diameter of the pipe to be installed. Boring may be performed with hand tools or with specially designed boring equipment. Boring will not be allowed under a structure where the measurement from edge to edge of the structure along the line of the pipe is not greater than four (4’) feet long, except where the Engineer specifically requires that the boring be more than four (4’) feet long or specifically requires that the backfill be made with concrete, in either of which cases boring shall be allowed for the lengths of boring or concrete backfill required by the Engineer. Pay for "boring" to avoid hand trenching will not be allowed.

101-02 GRADE AND ALIGNMENT

Extreme precaution shall be taken in order to maintain the proper grade and alignment throughout any section of boring. Where the boring is performed by hand methods, and the section is more than twelve (12’) feet long, a pilot pipe of small diameter or rod shall be driven through as a guide in making the boring on proper lines and grade.

101-03 BACKFILL

After the pipe has been installed, the boring shall be backfilled. For earth backfill, the backfill material shall be finely broken up material, easily handled, and shall have approximately optimum moisture content when tamped (usually 1 to 2 gallons per cubic foot). It shall be carefully placed in the space around the pipe, and shall be thoroughly tamped in layers not more than six (6”) inches thick with mechanical tamps, or, by special permission of the Engineer, with other approved tamping equipment or devices.

101-04 BORED AND ENCASED CROSSINGS

If a highway or railroad crossing as detailed on the plans provides for boring and installation of metal casing, the pipeline shall be installed within the metal casing on the line and grade as shown. In case of highway paving without curbs, the casing shall extend from ditch line to ditch line, and in the case of highway pavement with curbs, the casing shall extend at least four (4’) feet back of the curb, unless otherwise shown on the drawings. For railroad crossings, the casing shall extend a minimum of fifteen (15’) feet either side of the centerline of any track, or to the toe of the railroad embankment, whichever is greater, unless otherwise shown on the drawings.

101-05 CASING SIZES

When casing in the bored hole is called for on the plans, the following tabulation of casing sizes shall be considered as a minimum. If the contractor elects to use a larger casing than specified, prior approval of the Engineer will be required.

101-01

CARRIER TYPE SIZE SEAMLESS SIZE SIZE

PIPE CARRIER STEEL CASING C.G.M.P. PVC

SIZE PIPE 160

1/2” Copper 2” Schedule 40 - - - - - - 1” Galvanized 2” Schedule 40 - - - - - - 1-” Galvanized 2-” Schedule 40 - - - - - - 1-1/2” Galvanized 3” Schedule 40 - - - - - - 2” Galvanized 4-1/2” – 9.50# - - - - - - 3” A-C 9-5/8” –11.55# 10”-16 Ga. - - - 4” A-C 10-3/4” –24.60# 10”-16 Ga. - - - 6” A-C 12-3/4” –27.22# 12”-16 Ga. - - - 8” A-C 16” –42.05# 15”-16 Ga. - - - 10” A-C 18” –47.39# 18”-16 Ga. - - - 12” A-C 20” –52.73# 21”-14 Ga. - - -

6” Cast Iron 16” –42.05# 15”-16 Ga. - - - 8” Cast Iron 18” –47.39# 18”-16 Ga. - - - 10” Cast Iron 18” –47.39# 18”-16 Ga. - - - 12” Cast Iron 20” –52.73# 21”-14 Ga. - - - 14” Cast Iron - - - - - - 24”-14 Ga. - - - 16” Cast Iron - - - - - - 24”-14 Ga. - - - 18” Cast Iron - - - - - - 30”-14 Ga. - - -

1” PVC 2” to 2-1/2” - - - - - 2” Schedule 40

1-1/2” PVC 3” Schedule 40 - - - - - 3” 2” PVC 4” Schedule 40 - - - - - 4”

2-1/2” PVC 5” -11.50#/1 - - - - - 5”

3” PVC 6” -18.00#/1 - - - - - 6”

4” PVC 8” -28.00#/1 - - - - - 8”

6” PVC 10” -40.00#/1 - - - - - 10”

8” PVC 12” Steel 12”

1/4" Wall

101-06 MISCELLANEOUS

To protect the end of the carrier pipe at the exist point from the steel casing, the contractor shall install a stainless steel bolted and rubber gasket product being "LINK SEAL" or an approved equal product. Said product will be installed according to the manufacturer's directions and approved by the Engineer prior to backfill.

For all state highway and interstate crossings, or if called for by the drawings, vent pipe shall be installed by the contractor at the location as designated by the Engineer. Vent pipe shall be steel, being two (2”) inches in diameter, having a minimum wall thickness of 0.154 inches.

The contractor will take care not to damage the vent pipe during backfill. Backfill of vent pipe will be in accordance with good backfill practices, i.e. backfilling in maximum six (6”) inch layers and tamping against vent pipe to insure proper compaction and minimal movement and settlement.

Cost of vent pipe and carrier pipe protection material shall be included in the cost of casing.

101-02

101-07 MEASUREMENT

In general, measurement for boring and casing will be from edge to edge of the obstacle bored under. Boring under highways will be measured from a point ten (10’) feet outside the edge of any pavement or paved shoulder, or five (5’) feet outside the face of the curbing. If curbed, boring under railroads will be measured fifteen (15’) feet from the centerline of any tract, or to the top of the railroad embankment, whichever is greater.

101-03

SECTION NO. 110

EXCAVATION, TRENCHING, AND BACKFILLING

FOR UTILITY SYSTEMS

110-01 SCOPE OF WORK

Work under this section shall consist of furnishing all materials, equipment, and labor for excavation, trenching, and backfilling for utility systems. Utility systems shall include underground piping and appurtenances for gas, gasoline, oil and water distribution systems, storm water drains, and sewage collection systems.

110-02 EXCAVATION

General: The Contractor shall do all excavation of whatever substances encountered to depth shown on drawings. Excavated materials not required for fill or backfill shall be removed from site as directed by the Engineer and disposed of by the Contractor.

Excavation for manholes, meter vaults and other accessories to have 12-inch minimum clearance on all sides.

Excavation shall not be carried below the required level.

Excess excavation below required level shall be backfilled at the Contractor's expense with earth, sand, gravel, or concrete, as directed by the Engineer, and thoroughly tamped.

Unstable soil shall be removed and replaced with gravel or crushed stone, which shall be thoroughly tamped. The Engineer shall determine the depth of removal of unstable soil.

The Contractor will not be paid extra for removing unstable soil and replacing with gravel.

Ground adjacent to all excavations shall be graded to prevent water running in.

The Contractor shall remove, by pumping or other means approved by the Engineer, and water accumulated in excavation.

The Contractor will not be paid extra for pumping of water.

Trench Excavation: Banks of trenches shall be vertical and/or meet OSHA requirements.

Width of trench shall be 6 inches minimum, 8 inches maximum, on each side of the pipe bell. The bottom of trench for sewers and culverts shall be rounded so that an arc of the circumference equal to 0.6 of the outside diameter of the pipe rests on undisturbed soil wherever practicable.

Bell holes shall be excavated accurately to size by hand.

In rock, excavation shall be carried 8 inches below bottom of pipe. Loose earth or gravel shall be used for backfill and tamped thoroughly.

Bracing and Shoring: The Contractor shall do all bracing, sheathing, and shoring necessary to perform and protect all excavations as indicated on the plans, as required for safety, to conform to governing laws.

110- 01

The Contractor will not be paid extra for bracing and shoring.

Temporary Bridges: Or crossings shall be built by the Contractor where required to maintain traffic.

110-03 TESTS

Tests for workmanship on utility lines shall be conducted in accordance with the applicable utility specifications before backfilling.

110-04 BEDDING AND_BACKFILLING

Trenches: Bedding material shall be placed evenly and carefully under the haunches of the pipe and around and over the pipe in 6-inch maximum layers. Each layer shall be thoroughly and carefully rammed until 1 foot of cover exists over the pipe.

After pipes have been tested and approved, backfilling shall be done with approved material free from large clods or stones.

The remainder of backfill material shall be placed, moistened, and compacted.

Water settling will not be permitted in clay soils. It may be required at the option of the Engineer in sandy soils.

O.D.O.T TYPE “A” AGGREGATE BASE: Material shall be placed in 6-inch maximum layers of the full depth of the trench. Each layer shall be compacted to density of 95% proctor so that pavement can be placed immediately.

Manholes and Other Structures: All forms, trash, and debris shall be removed and cleared away.

Approved backfill material may be from excavation or borrow; it shall be free from rock, lumber, or debris. Backfill material shall be placed symmetrically on all sides in 8-inch maximum layers.

Each layer shall be moistened and compacted with mechanical or hand tampers.

In roadway or area to be paved, each layer shall be compacted to density equal to that of adjacent original material so that pavement can be placed immediately.

Pipes and Culverts In Fill Section or Projecting Into Fill Section: Foundation support shall be as shown on the drawings. Where pipe is not structurally supported, unstable material shall be removed. A pipe bed and embankment, if required, shall be constructed of selected material and compacted. Selected material shall be placed symmetrically on each side of pipe in 6-inch maximum layers.

Material shall be compacted thoroughly.

Layers shall be placed and compacted until a berm is formed at least on pipe diameter on each side of pipe and 12 inches minimum fill over pipe.

Maintenance: The Contractor shall refill for settlement all backfilled areas.

110-02

110-05 REPLACING PAVEMENTS

Sub grades shall be ODOT Type A aggregate base (note: disregard crusher run on concrete pavement replacement and gravel pavement repair details in drawings) and compacted with a mechanical tamper. #3 and #4 steel reinforcement bars will be placed as shown on drawings or as directed by Engineer. Portland cement concrete shall have a compressive strength of 4,000psi.

The minimum width of replaced concrete pavements shall be 4 feet at interiors and 6 feet at joints. Depth shall be 1.3 times original thickness. Existing pavement edges shall be cut vertical.

110-06 CLEAN-UP

The Contractor shall clean up and dispose of all excess material, trash, wood forms, and other debris.

110-03

SECTION NO. 113

SODDING

113-01 SCOPE OF WORK

The Contractor shall furnish all labor and equipment for Bermuda Grass sodding on the area shown on the plans. Sodding material shall be obtained as good stock from a reputable grass-supplying firm.

113-02 PLANTING SEASON AND WEATHER RESTRICTIONS

The period during which sodding shall be approved shall be from the last frost date in the Spring, until 30 days prior to an expected frost in the Fall. Regardless, work shall be suspended during prevailing weather that would cause unsatisfactory results.

113-03 PREPARATION OF AREAS TO BE SODDED

Preparation of areas to be sodded shall include filling and reshaping eroded areas, cleaning ditches, and finishing slopes to establish the proper grading section.

The sod beds shall be free of weeds when planted. The sod beds shall consist of a permeable but firm layer of surface soil at least three inches thick. Either hard compact or loose sprig beds are unsuitable. The sod beds shall be reasonably free from hard clods more than one inch in diameter. The surface shall be scarified just prior to the planting operation, with a spike tooth harrow or an equivalent piece of equipment. The depth and spacing of furrows made by the scarification shall cause most of the sods, when applied, to rest approximately one-half inch below the soil surface.

The kind and degree of soil tillage necessary to prepare satisfactory sod beds will depend on the type and condition of the soil; loose soils may require watering, rolling and harrowing;

some sandy soils may require harrowing only; heavy clay soils may require tillage with heavy disc plows, a stubblemunching plow or a sub-soiling plow followed by rolling and harrowing.

113-04 SOIL MOISTURE

Advance soil moisture in a quantity sufficient to obtain a rapid growth of Bermuda, shall exist or be incorporated to a depth of 4 inches before Bermuda sod is spread.

113-05 APPLICATION

Bermuda grass sodding shall be provided in 18" X 24" sections. The entire area to be sodded shall be covered with the 18" X 24" sections of Bermuda Grass. The mats shall be placed in line adjacent to each other, with 1/2" gap between sections of sod. Care shall be taken to smooth the new sod into the same grade as the existing sod.

113-06 WATERING

Sodded areas shall be watered as necessary to insure growth and a good stand of Bermuda Grass. Watering shall continue every other day for 10 watering days.

113- 01

113-07 FERTILIZER APPLICATION

Fertilizer application shall be at the rate of 400 pounds 13-13-13 (181.44 Kilograms) per acre.

The fertilizer shall be applied before the seeds are planted and then incorporated in the soil by disking.

113-08 REPAIRS AND MAINTENANCE

The Contractor shall be responsible for repairs and maintenance of the sodded area until final acceptance. Final acceptance shall be by the landowner.

113-02

SECTION NO. 301

PVC PIPING

301-01 SCOPE OF WORK

This work shall include the furnishing of all pipe, labor, equipment, appliances, tools and materials and in performing all operations in connection with the trenching, laying, jointing, bedding, backfilling, and other essential work. The pipe is to be laid to the alignment and grade called for by the accompanying plans and these specifications.

301-02 EXCAVATION AND BACKFILL

The Contractor shall do all excavation of whatever substance encountered to the trench depth shown on the drawings. Banks of trenches shall be vertical and/or meet OSHA requirements. Width of trenches shall be three times the nominal pipe diameter.

All excavation is unclassified.

After laying pipe, the backfill shall be done with approved material free from gravel, large clods or stones.

The remainder of the backfill material shall then be placed.

The Contractor shall refill for settlement all backfill areas.

All roadway and driveway crossings, and other than bored crossings shall be backfilled with O.D.O.T. Type “A” Aggregate Base Material to top of ditch line.

The depth of cover over all PVC pipe, unless otherwise noted on the plans, shall be a minimum of thirty-six inches (36") from the existing ground surface, and shall avoid interference with any other utility lines, oil and gas pipe lines.

Bidders shall make exploration in borings as are necessary to satisfy themselves of the condition, which will be encountered.

It is the intent of these specifications that ditches across driveways be backfilled and tamped during the same day that the ditch is opened.

All county roads or paved roads shall be bored or cut as called for on the drawings.

When pipe laying has ended for the day, or the end of the pipe is left open for any other reason, the open end shall be covered by an acceptable cover. If the contractor does not cover the end of the pipe, the Engineer and/or utility may do so and deduct the cost of covering the ends of the pipe from monies due the contractor.

Utility Conflicts

Protect existing utilities from damage during excavation and backfilling operations.

A. Provide temporary support for existing water, gas, telephone, power, or other utility services that cross the trench, until backfilling operations have reached the elevation of the utility being crossed.

1. Compact backfill to 95% of Standard Proctor Density under disturbed utilities.

2. Repair or replace any damaged existing utilities at Contractor’s expense.

B. Pipe separation.

1. Horizontal Separation from existing or proposed mains:

a. Maintain a 10-foot horizontal separation (O.D. to O.D.) for the following:

1) Water mains

2) Sewer mains

3) Storm sewers

4) Raw water lines

5) Oil and gas lines

6) Buried electric cables

b. Maintain a 15-foot horizontal separation for the following:

1) All parts of septic tanks

2) Absorption fields

3) Any other sewage treatment and disposal systems.

c. Maintain a 50-foot horizontal separation from any gas storage tank.

d. Any deviation must be approved in advance by the Project Officer and permitting authority.

2. Vertical Separation

a. Vertical crossing with the water main above the sewer main:

1) Maintain a minimum 24-inch vertical separation (O.D. to O.D.) for crossing mains.

2) Lay pipe with joints equidistant from the point of crossing.

b. Vertical crossing with the water main below the sewer main.

1) Maintain a minimum 24-inch vertical separation (O.D. to O.D.) for crossing mains.

2) No sewer line joint closer than 9 feet from the water line.

3) Provide adequate support to prevent damage to the water main.

c. If it is impossible to meet any of the above separation distances and deviations, the following method shall be adhered to:

1) Sewer main shall be constructed to water main pressure pipe standards, and successfully pass a 150-psi pressure test prior to backfilling.

C. Water and sewer service crossing and parallel installation.

1. Maintain a 30-inch horizontal separation from water and sewer services.

2. Maintain a 12-inch vertical separation for crossing water and sewer services.

301-01

3. Water service line splices or joints will not be permitted within 10 feet of a sewer line crossing.

301-03 PVC PIPE

All PVC pipe shall be rigid PVC pressure pipe designed to carry potable water at pressures up to the maximum class rating, with O-ring gasket joints. Pipe shall meet all provisions of the AWWA Standards.

Material used to produce the pipe, couplings, and fittings shall conform to ASTM D 1784, Type 1, 4000 PSI design stress.

The standard dimensional ratio for the pipe shall be as follows:

SDR 26 (Class 160) SDR 21 (Class 200) SDR 17 (Class 250)

C900 DR 18 (Class 150) All PVC pipe shall conform to the latest revisions of the following specifications:

ASTM Specification D-2241 Commercial Standard CS-256-63 National Sanitation Foundation Testing Laboratory Rubber gasketing shall conform to ASTM 1869

All couplings and fittings shall be approved by the pipe manufacturer and shall accompany the pipe, which will be used. The couplings and fittings shall have a minimum pressure rating of 200 psi. All couplings and fittings shall be Ductile Iron with mechanical joint fittings.

Meeting the requirements of ANSI/AWWA C110/A21.10 or ANSI/AWWA C153/A21.53 with the joint meeting the requirements of ANSI/AWWA C111/A21.11

Long couplings are required on all solvent weld PVC pipe. Bell joint solvent weld PVC pipe will not be approved in smaller than 4 inch diameter size.

Wall thickness shall not be less than 0.090 inches on any pipe.

All pipe shall be marked to include the following:

Manufacturer's name Nominal size Class pressure ratings

PVC 1120

NSF logo Identification code

301-04 LAYING AND JOINTING PIPE

The installation of the pipe shall comply with AWWA Standard C-900, AWWA Manual M23 – PVC Pipe - design and installation, and or UNI – B/3.

A manufacturer's representative shall be present to instruct the Contractor and to provide supervision of the pipe jointing and laying during the initial part of any plastic pipe laying.

The representative shall satisfy himself as to the correct jointing and laying procedures.

301-02

301-05 PRESSURE TESTS

Test all installed pipe for leakage in accordance with AWWA Standards C 605 for PVC Mains. Pressure and Leakage tests shall be performed after the examination of exposed joints and fittings. The minimum pressure for the test shall be 150 PSI measured at the point of lowest elevation in the line, said pressure shall be maintained for at least two hours at a constant pressure. If for any reason the test is not finished or has been discontinued during the two hour period, the test shall be restarted as many times as necessary to make one uninterrupted pressure test of two hours duration.

Pressure tests shall be made on each line as it is installed or shortly after installation. The leakage and pressure tests shall not be made until all of the air has been expelled from the lines. To accomplish this, the pipe shall be filled with water slowly to expel the air; if the air can not be released from the pipe through meters or air release valves, then the Contractor shall install suitable air release valves for use during construction. These added valves, not shown on the plans, shall be removed when air is bled off and the taps closed and backfilled normally. No extra compensation shall be made to the Contractor for the extra air release valves.

The maximum amount of leakage acceptable shall not exceed 10 gallons per inch of pipe diameter per mile of pipe per 24 hours @ 150 PSI.

301-06 LABORATORY TESTING

The Engineer may require one hydrostatic test per mile of pipe. A laboratory, approved by the Engineer, if required, shall conduct the test. These tests shall be made from random samples selected by the Engineer on the job site and shall be tested to destruction. Three copies of each test report shall be furnished to the Engineer and shall denote the pressure at failure and the type of failure. Should the pipe or the joint fail at pressure less than that called for in the specifications, then two additional tests shall be made from other random samples.

Three substandard failures in any one lot of pipe shall be cause for rejection of the entire lot.

301-07 REMOVAL OF AIR

In the event air is permitted to enter the system after completion of the hydrostatic tests, the Owner shall remove such air prior to completion of the system and acceptance. The system will not be placed in operation prior to the removal of air.

301-08 DISINFECTION

For disinfection of potable water line see Section 305.

301-03

SECTION NO. 305

WATERLINE DISINFECTION

305-01 GENERAL

Each unit of the water distribution system shall be disfected in accordance with AWWA Standard C-651-05 with chlorine or chlorine-bearing compounds as directed by the Engineer before acceptance for domestic operation.

305-02 MATERIALS

a. Liquid chlorine shall conform to AWWA Standard B-301-57T.

b. Hypochlorite shall conform to AWWA Standard B-300-55.

305-03 LAYING PIPE

Every precaution shall be used to protect the pipe against the entrance of foreign material before the pipe is placed in the new line. At the close of the day's work, or whenever the workmen are absent from the job, the end of the last laid section of pipe shall be plugged, capped, or otherwise tightly closed to prevent the entry of foreign material of any nature.

If the Contractor, or pipe-laying crew, cannot put the pipe into the trench, and in place without getting earth into it, the Engineer may require that, before lowering the pipe into the trench, a heavy, tightly woven canvas bag of suitable size shall be placed over each end and left there until the connection is to be made to the adjacent pipe.

305-04 PREVENTING TRENCH WATER FROM ENTERING PIPE

At times when pipe laying is not in progress, the open ends of pipe shall be closed by a watertight plug or other means approved by the Engineer. Joints of pipe in the trench shall be plugged before the work is stopped. If water is in the trench, the seal shall remain in place until the trench is pumped dry.

305-05 FLUSHING COMPLETED PIPELINES

The main shall be flushed, prior to chlorination, as thoroughly as possible with the water pressure and outlets available. Flushing shall be done after the pressure test has been made. It must be understood that flushing removes only the lighter solids and cannot be relied upon to remove heavy materials allowed to get into the main during laying. If no hydrant is installed at the end of the main, a tap should be provided large enough to develop a velocity in the main of at least 3.0 fps.

305-06 REQUIREMENT OF CHLORINATION

Before being placed in service, all new mains and repaired portions of, or extensions, to existing mains shall be chlorinated so that a chlorine residual of not less than 10 ppm remains in the water after 24 hours standing in the pipe.

305-01

Liquid chlorine: A chlorine gas-water mixture shall be applied by means of a solution-feed chlorinating device, or, if approved by the Engineer, the dry gas may be fed directly through proper devices for regulating the rate of flow and providing effective diffusion of the gas into the water within the pipe being treated. Chlorinating devices for feeding solutions of the chlorine gas or the gas itself must provide means for preventing the backflow of water into the chlorine cylinder.

305-07 POINT OF APPLICATION AND RETENTION PERIOD

The preferred point of application of the chlorinating agent is at the beginning of the pipeline extension or any valved section of it and through a corporation stop inserted by the owner (except in new distribution systems) in the top of the newly laid pipe. The water injector for delivering the chlorine-bearing water into the pipe should be supplied from a tap on the pressure side of the gate valve controlling the flow into the pipeline extension. In a new system, application of chlorine may be made advantageously at the pumping station, the elevated tank, the standpipe, or the reservoir.

Water from the existing distribution system or other source of supply shall be controlled so as to flow slowly into the newly laid pipeline during the application of chlorine. The rate of chlorine mixture flow shall be in such proportion to the rate of water entering the newly laid pipe shall produce at least 10 ppm after 24 hours standing. This may be expected with an application of 50 ppm, although some conditions may require more.

Valves shall be manipulated so that the strong chlorine solution in the line being treated will not flow back into the line supplying the water. Check valves may be used, if desired.

Treated water shall be retained in the pipe long enough to destroy all nonspore-forming bacteria.

This period should be at least 24 hours, and should produce no less than 10 ppm at the extreme end of the line at the end of the retention period.

305-08 FINAL FLUSHING AND TEST

Following chlorination, all treated water shall be thoroughly flushed from the newly laid pipeline at its extremities until the replacement water throughout its length shall, upon test, be proved comparable in quality to the water served the public from the existing water supply system and approved by the Oklahoma Department of Environmental Quality. This satisfactory quality of water delivered by the new main should continue for a period of at least two (2) full days as demonstrated by laboratory examination of samples taken from a tap located and installed in such a way as to prevent outside contamination.

If the test samples show unsatisfactory quality of water, the process of sterilization shall be repeated until satisfactory samples are obtained. The contractor shall pay for all tests.

305-09 WATER SAMPLING

Contractor shall be required to collect two bacteriologically safe samples on consecutive days.

The Contractor shall collect samples after chlorine used in disinfecting the well has been completely dissipated. He shall submit the samples to the Oklahoma Department of Environmental Quality for testing.

If any samples show any presence of Coliform bacteria, he shall take additional samples to determine the degree of contamination and treatment required.

305-02

Should it be determined by DEQ that the samples were inadequate, the Contractor shall again provide pumping equipment to correctly sample the water and resubmit to the Oklahoma Department of Environmental Quality.

The results of these tests will determine the extent of water treatment required. If all perimeters are in compliance with the standards set forth in the safe drinking water act, no treatment will be required.

305-03

SECTION NO. 308

THRUST BLOCKING

Thrust blocking set forth in the following table is based on water test pressure of 150 psi and soil bearing pressure of 3,000 psf. Thrust blocking shall be placed as shown. Any deviation shall be at the discretion of the Engineer.

Thrust Blocking Needed:

1. Changes in direction, as at tees, bends and crosses;

2. Changes in size, as at reducers;

3. Stops, as at a dead end;

4. Valves, at which thrust develops when closed.

Notes

1. Use 2500 psi concrete on all blocking

2. All restrictive areas shall be on undisturbed earth

3. Blocking shall be placed so that pipe and fitting will be accessible for repair.

Minimum Restrictive Areas and Volumes of Thrust Blocking

Pipe Size

90° Bend

45° Bend

22° Bend

Dead End or Tee

Res.

Area Sq. ft.

Vol.

Cu. Ft.

Res.

Res.

Res.

1-” 2” 2-” 3” 4” 5” 6” 8” 10”

.21 .32 .47 .70

1.15 1.76 2.47 4.28 6.44

.50

.50 .50 .50

1.00 1.00 2.00 4.00

.11 .18 .26 .38 .62 .96

1.34 2.32 3.47

.50 .50 .50 .50 .50

1.00 2.00

.06 .09 .13 .19 .32 .49 .68

1.17 1.77

.50 .50 .50 .50 .50

1.50

.15 .23 .33 .49 .81

1.25 1.75 3.03 4.75

.50 .50 .50

1.00 1.00 1.50 3.00

The above table is computes using a minimum thickness of 4 inches or the diameter of the pipe, whichever is greater. The length of contact surface with the pipe shall be the pipe diameter plus 12 inches.

308-01

SECTION NO. 312

FLUSH VALVES

312-01 GENERAL

Flush valves shall be installed at locations as shown on the drawings, or as directed by the Engineer.

312-02 MATERIAL

All flush valve material shall conform to ANSI/AWWA Standard C502 and be suitable for potable water use. Finish paint shall be red to ground line. Connection from main line shall be with cast iron pipe (4 inch) and mechanical joint valve. The valve inlet shall have a minimum opening size of 2.5 inches. Flush valve bury depth shall be 36 inches.

312-03 SETTING HYDRANTS

Location: Flush valves shall be located as shown on the drawings, or as directed and in a manner that the possibility of damage from vehicles will be minimized.

The flush valve shall be set on a 4” thick by 2’ by 6’” concrete pad, at minimum.

Position: All flush valves shall stand plumb and set to the established grade, with nozzles at least 12 inches above the ground, as shown on the drawings, or as directed by the Engineer.

Connection to Main: Each flush valve shall be connected to the main as shown on the drawings.

Anchorage: The elbow of each flush valve shall be well braced against unexcavated earth at the end of the trench with stone slabs or concrete backing. The flush valve shall be tied to the main line by use of mechanical joint fittings with retainer glands. The mechanical joint fittings shall be connected with short pieces of cast iron pipe. Should the contractor elect to use a more sophisticated cast iron connection system such as steel rods or clamps, this method will be allowed.

312-01

SECTION NO. 321

GATE VALVES & BOXES

321-01 GENERAL

Gate valves shall be installed at the locations as shown on the plans or as directed by the Engineer of the type and size indicated.

Gate valves shall have a clear waterway equal to the full nominal diameter of the valve, and shall be opened by turning counter-clockwise. The operating nut shall have an arrow, cast in metal, indicating the directions of the opening. Each valve shall have the maker's name or initials and pressure rating cast on the body. All valves shall be designed for a minimum water working pressure of not less than 150 PSI and shall be of American manufacture. Gate valves shall be of the resilient seat type.

321-02 VALVE SETTING

Valves shall be installed carefully to prevent damage to any part of the valve. The valve shall be placed in the proper positions with the stem vertical and plumb and be securely held until all connections have been made. The valve shall be anchored as indicated on the plans. The valve shall be set on a 4” thick by 20” by 12” concrete pad.

321-03 VALVE BOX SETTING

Valve boxes for valves less than 16 inches in diameter shall be cast iron complete with cover.

Cast iron boxes shall be of extension type with slide type or screw type adjustment and with flared base.

The valve box shall be placed, centered and plumb and the backfill material shall be firmly tamped around the outside so as to hold the box in proper elevation as directed and securely held in place. The screw extension type box shall have firm bearing and shall not be supported by the pipe.

321-04 CAST IRON VALVE

Cast iron valves shall conform to AWWA Standard C509 latest revision. Cast iron valves shall be iron body, epoxy coated inside and out, resilient seating with non-rising stems. A valve shall be mechanical joint, Class 200, unless otherwise called for on the drawings. Mechanical joint valves shall be equipped with set screws in the glands for bonding. Unless otherwise called for all valves will have o-ring seals with a 2-inch square wrench nut.

321-05 GATE VALVES 18" AND LARGER

Gate valves 18 inches and larger shall be equipped with a shoe on each side of the disc assemble for guiding the disc assembly throughout its entire travel. These valves shall have a non-rising stem with bevel gearing and a grease case.

Bypasses shall be installed on these valves. The minimum size of the bypass for a valve between 18 inches and 20 inches in diameter shall be a 3-inch bypass. The bypass valve shall have a non-rising stem with o-ring gaskets and 2-inch wrench nut.

321-01

SECTION NO. 322

MASTER METER VALVE AND VAULT

322-01 GENERAL

The Contractor shall furnish all labor, equipment, and materials for placing the master meter, and valve box, as called for on the plans and specifications herein.

322-02 MASTER METER

The master meter shall be a turbo meter as manufactured by Sensus Meter being Omni T² Turbo Water Meter or approved equal. The meter shall meet or exceed AWWA Standard C701 class II standards and meet NSF/ANSI Standard 61 for potable water products.

The meter shall have an electronic register with a remote read LCD installed inside the well pump house to allow for flow meter reading without direct access to the meter vault. The electronic register shall be hermetically sealed with an electronic pickup containing no mechanical gearing. The meter and electronic register shall be compatible with applicable AMR/AMI communication systems.

The meter shall be wired from the water meter to the well pump house and be able to support a 4-20mA signal. The wire cable shall have at least 3 pairs (6 wires) to support the meter and future use.

322-03 VALVE BOXES

Valve boxes shall be corrugated galvanized metal pipe of the diameter, length, and metal thickness as called for by the drawings. The cover shall be one-eighth (1/8) inch thick steel cover bolted to the corrugated galvanized metal pipe. There shall be a 30" square hinged manway in the top of the valve box for access. A hasp and lock shall be provided for said lid.

The entire lid shall be structurally sound such that it will hold the weight of two men and be painted with galvanizing painting. The bottom of the valve box shall be filled with gravel to the depth called for by the drawings, and the tile drain shall be in accordance with the drawings.

322-04 GATE & CHECK VALVES

Gate valves shall be as required by Section 321 of these specifications. All piping shall be ductile iron having mechanical joint or flanged fittings.

322-01