Water Mains and Services - Brookings Municipal Utilities · revised: 02/28/2013 Water...

Water Title

WTitle (605) 692-6325 Brookings Municipal Utilities

Water Mains

and Services

Water Table of Contents

WTable (605) 692-6325 Brookings Municipal Utilities

"CORRECTIVE PERIOD & INSPECTION FOR WATER MAINS & SERVICES" ........................ 1 1. TERM OF CORRECTIVE PERIOD ................................................................................................. 1 2. CONTRACTOR LICENSE AND PERMITS .................................................................................... 1 3. INSPECTION OF WATER MAINS & SERVICES ......................................................................... 1 4. ELEVATION DATUM ..................................................................................................................... 1 5. PROJECT DESIGN CHANGES ....................................................................................................... 1 6. CERTIFICATE OF SUBSTANTIAL COMPLETION ..................................................................... 2

"MATERIAL SPECIFICATIONS FOR WATER MAINS & SERVICES" ........................................ 4 7. SCOPE OF WORK ............................................................................................................................ 4 8. MATERIAL INSPECTION ............................................................................................................... 4 9. MATERIAL HANDLING & STORAGE .......................................................................................... 4 10. AGGREGATE MATERIALS ........................................................................................................ 5 11. MATERIALS FURNISHED BY THE CITY & WATER/SEWER TAPPING FEES .................. 6 12. POLYVINYL CHLORIDE (PVC) PIPE, DR 18 (4"-48") ............................................................. 6 13. HIGH DENSITY POLYETHYLENE (HDPE) PIPE, DR 9 (4”-63”) ............................................ 6 14. DUCTILE-IRON FITTINGS (4"-48") ........................................................................................... 7 15. THRUST RESTRAINTS (4"-48") ................................................................................................. 7 16. MECHANICAL JOINT ADAPTORS ........................................................................................... 7 17. FASTENERS FOR WATER MAIN FITTINGS ........................................................................... 7 18. RESILIENT-SEATED GATE VALVES & VALVE BOXES (3"-48") ........................................ 7 19. DRY-BARREL FIRE HYDRANTS .............................................................................................. 8 20. WET TAP ....................................................................................................................................... 8 21. UNDERGROUND SERVICE LINE VALVES AND FITTINGS ................................................. 8 22. COPPER TUBING (1"-2") ............................................................................................................. 8 23. CURB STOPS (1"-2") .................................................................................................................... 9 24. DOUBLE CHECK VALVE BACKFLOW PREVENTION ASSEMBLY (1/2”-3”) .................... 9 25. REDUCED-PRESSURE PRINCIPLE BACKFLOW PREVENTION ASSEMBLY (1"-2") ....... 9

"CONSTRUCTION SPECIFICATIONS FOR WATER MAINS & SERVICES" ............................ 10 26. ALIGNMENT & GRADE ........................................................................................................... 10 27. UNDERGROUND INTERFERENCE ......................................................................................... 10 28. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. .................................................. 10 29. WATER MAIN AND SEWER MAIN SEPARATION. .............................................................. 11 30. INTERRUPTION OF SERVICE ................................................................................................. 12 31. JOB SITE AND WORK AREA CLEANUP: .............................................................................. 12 32. CASING PIPE UNDER HIGHWAYS, RAILROADS, ETC. ..................................................... 12 33. DEWATERING ........................................................................................................................... 12 34. ABANDONED WATER MAIN .................................................................................................. 13 35. TRENCH CONSTRUCTION ...................................................................................................... 13 36. PIPE INSTALLATION ................................................................................................................ 15 37. JOINT ASSEMBLY ..................................................................................................................... 16 38. BACKFILLING ........................................................................................................................... 16 39. VALVE AND FITTING INSTALLATION ................................................................................ 17 40. FLUSHING .................................................................................................................................. 18 41. HYDRANT INSTALLATION ..................................................................................................... 19 42. THRUST RESTRAINT ................................................................................................................ 19 43. WATER SERVICES (1"-2") ........................................................................................................ 20

"WATER MAIN TESTING, CLORINATION AND INSPECTION" ................................................ 22 44. WATER MAIN HYDROSTATIC PRESSURE TESTING ......................................................... 22 45. DISINFECTION........................................................................................................................... 22

“WATER INSTALLATION DETAILS” .......................................................................... WDetails-1 to 8

revised: 02/28/2013 Water Specifications

Water Specifications-1 of 25 (605) 692-6325 Brookings Municipal Utilities

"CORRECTIVE PERIOD & INSPECTION FOR WATER MAINS & SERVICES"

1. TERM OF CORRECTIVE PERIOD

a. Corrective Period: The corrective period shall cover the contract as to workmanship and materials for a period of five (5) years in compliance with the City of Brookings ordinance "Excavating & Backfilling on Public Right-of-Way". The corrective period of five (5) years shall commence from the BMU determined Substantial Completion date.

b. Responsibility: The Contractor shall be held responsible for workmanship, materials, settling trenches or any other deficiencies in the water main system during the corrective period. The Contractor shall repair and/or replace all deficiencies in the water system during the five (5) year corrective period at no cost to the Owner. Any surface restoration costs incurred because of the repairing and/or replacing of deficiencies in the water system shall be borne by the Contractor.

2. CONTRACTOR LICENSE AND PERMITS

a. License: The Contractor shall be required to have any required licenses (sewer

and water installation contractor license or sewer and water installer license) for water/sewer installation or water/sewer repairing as stated in the South Dakota State Plumbing Code.

b. Excavation Permit: The Contractor shall obtain an “excavation permit” issued at no charge from the Brookings City Engineering Office (520 Third Street) before any water/sewer installation or water/sewer repairing will be allowed.

c. Dewatering Permit: The Contractor shall obtain any “dewatering permits” required from local, state or federal agencies. The Contractor shall submit a copy of the dewatering permit to BMU prior to dewatering. The discharge area must be prior approved by the Engineer before initiating the dewatering.

3. INSPECTION OF WATER MAINS & SERVICES

a. Engineer Inspection: The Engineer or Engineers’ Representative shall have

access at all times to all parts of the job and the Contractor must furnish all such facilities and materials which are necessary to make whatever tests and inspections that are deemed necessary. The Engineer reserves the right to inspect and/or reject any part of, or all unsatisfactory work performed by the Contractor. Rejected or unapproved work shall not be paid for.

4. ELEVATION DATUM

a. Elevation Datum: The Project Designer shall utilize only a City Engineer

approved NAVD 88 datum for elevation reference. The Project Designer shall bring elevation control to the project site, preferably a nearby fire hydrant. All elevations established on hydrants shall be on top of the “O” on open (facing nozzle) with a tolerance of 0.03’ or less. The City Engineer approved NAVD 88 datum and all project site elevation controls are to be noted on the plan sheets.

5. PROJECT DESIGN CHANGES

a. Project Design Changes: If the Owner or the Owners’ Designer make any project

design changes after the water main, water apparatus or water services have been purchased or installed, the location or elevation changes required for the water main, water apparatus or water services shall be at the Owners’ expense.



6. CERTIFICATE OF SUBSTANTIAL COMPLETION DATE OF ISSUANCE:

OWNER: Brookings Municipal Utilities

CONTRACTOR:

Project:

BMU Project No: BMU Work Order No:

Contract Dated: (applicable only to BMU funded projects)

This Certificate of Substantial Completion applies to all Work under the Contract Documents or to the following specified parts thereof: To: Brookings Municipal Utilities OWNER And To: CONTRACTOR The Work to which this Certificate applies has been inspected by authorized Representatives of OWNER and the CONTRACTOR, and that Work is hereby declared to be substantially complete in accordance with the Contract Documents on: BMU Determined Substantial Completion Date Five (5) Years Corrective Period in Years Corrective Period Expiration Date



The CONTRACTOR accepts this Certificate of Substantial Completion and accepts corrective period responsibilities. Date: (Contractor) (Company Name) Date: Brookings Municipal Utilities (Project Superintendent) (Company Name) Date: Brookings Municipal Utilities (Utility Operations Manager) (Company Name) SUBSTANTIAL COMPLETION APPROVED Date: Brookings Municipal Utilities (Executive Vice President (Company Name) & General Manager)



"MATERIAL SPECIFICATIONS FOR WATER MAINS & SERVICES"

7. SCOPE OF WORK

The Contractor shall furnish all materials (except for Utility furnished materials), equipment and labor necessary to install water main as per plans and specifications. It is the intent of these specifications to install a complete water system; and the Contractor shall furnish everything necessary to do this, whether or not all items are specifically called for in these plans and/or specifications.

8. MATERIAL INSPECTION

a. Material Inspection: All pipe and appurtenances are subject to inspection by the

Engineer. Material found to be defective due to manufacture or damage in shipment shall be rejected and removed from the job site.

b. Material Testing: The Engineer may perform tests as specified in the applicable AWWA standard to ensure conformance with the standard. In case of failure of the pipe or appurtenance to comply with such specifications, responsibility for replacement of the defective materials becomes that of the Contractor or Manufacturer, even if piping and appurtenance has already been installed.

9. MATERIAL HANDLING & STORAGE

a. Material Handling: All pipe, fittings, valves, hydrants, and accessories shall be

loaded and unloaded by a means to prevent shock or damage. Under no circumstances shall such material be dropped.

b. Material Storage: Materials, if stored, shall be kept safe from damage. The interior of all pipe, fittings, and other appurtenances shall be kept free from dirt or foreign matter at all times. Valves and hydrants shall be drained and stored in a manner that will protect them from damage by freezing.

c. Piping: Piping shall not be stacked higher than Manufacturers’ recommendations according to size. The bottom tier of piping shall be kept off the ground on timbers, rails, or concrete. Pipe in tiers shall be alternated: bell, plain end; plain end, bell. At least two rows of timbers shall be placed between tiers, and chocks shall be affixed to each timber in order to prevent movement. The timbers shall be large enough to prevent contact between the pipe in adjacent tiers.

d. Gaskets: Gaskets for mechanical and push-on joints shall be stored in a cool location, out of direct sunlight. Gaskets shall not come in contact with petroleum products. Gaskets shall be used on a first-in, first-out basis.

e. Mechanical-Joint Bolts: Mechanical-joint bolts shall be handled and stored in a dry location in a manner that will ensure proper use with respect to types and sizes.



10. AGGREGATE MATERIALS

a. Trench Stabilization Material (#4 Ballast or 1½”x ¾” Rock): The Contractor shall be required to use a trench stabilization material, as directed by the Engineer, if the sub-grade is deemed unstable. The stabilization material, unless otherwise directed, shall conform to the following sieve analysis: #4 Ballast Percentage by weight

sieve size passing through sieve 2 ½ inch 100% 2 inch 90% to 100% 1 ½ inch 50% to 80% 1 inch 10% to 35% ¾ inch 0% to 10% ½ inch 0% to 5%

1 ½”x ¾” Rock Percentage by weight sieve size passing through sieve 2 inch 100% 1 ½ inch 50% to 100% 1 inch 5% to 55% ¾ inch 0% to 15%

b. Pipe Bedding Material (3/8”x 1/8” Pearock): The Contractor shall be required to use the following for pipe bedding. The pipe bedding to use, unless otherwise directed, shall conform to the following sieve analysis: 3/8”x 1/8” Pearock Percentage by weight

sieve size passing through sieve 3/8 inch 95% to 100% #4 10% to 90% #8 0% to 30% #40 0% to 4%

c. Road Topping or Trench Replacement Material (3/4” Crushed Gravel): Trench replacement in developed streets, or if there is a deficiency due to a rejection of a part thereof, shall be ¾” crushed gravel with a soil mortar or binder, unless otherwise directed. The crushed gravel shall conform to the South Dakota Department of Transportation Specifications, Section 882 “Aggregates for Granular Bases and Surfacing”. The ¾” crushed gravel, unless otherwise directed, shall conform to the following sieve analysis:

3/4” Crushed Gravel Percentage by weight

sieve size passing through sieve 1 inch 100% ¾ inch 80% to 100% ½ inch 68% to 91% #4 46% to 70% #8 34% to 58% #40 13% to 35% #200 3% to 12%



11. MATERIALS FURNISHED BY THE CITY & WATER/SEWER TAPPING FEES

a. City Furnished Items: The city shall furnish and the Contractor shall install the following items, unless otherwise stated in the "Bid Form":

i. Hydrants: Hydrants, gaskets, and bolts will be furnished by the city and installed by the Contractor. All hydrant leads shall be installed with a valve for hydrant isolation.

ii. Valves & Valve Boxes: Valves, gaskets, bolts, valve box adaptors, and valve boxes with metallic inserts which have a cast iron drop cover marked "WATER" will be furnished by the city and installed by the Contractor. The city shall furnish valves and valve boxes for the street valves and hydrant valves required for the operation of city water mains, but will not furnish private valves with valve boxes for private water services.

b. Water Tapping Fees & Corporations: After the Contractor pays the water tapping fee, the city shall furnish & install all corporations with saddle up to and including 2" corporations. A water service 2" or larger shall require prior Utility approval.

1” water tapping fee: $147.00 1 1/2” water tapping fee: $211.00 2” water tapping fee: $344.00

c. Curb Stops: All curb stops with a 1.50” barrel and 4” PVC casing (for concrete and asphalt topping) shall be furnished and installed by the Contractor. (Copper rolls over 1” are 60’ lengths, 100’ lengths take +/-10 weeks to get, no splices allowed)

d. Sewer Tapping Fees: After the Contractor pays the sewer tapping fee, the city shall furnish & install inserta tees or saddles for making sewer taps. If the Contractor installs an in-line wye, inserta tee, or a saddle, then a tapping fee would not be required.

4” & 6” sewer tapping fee: $87.00

12. POLYVINYL CHLORIDE (PVC) PIPE, DR 18 (4"-48")

a. PVC Water Pipe: Water main piping shall be PVC conforming to the latest revision of the AWWA C900 (4"-12") standard or the latest revision of the AWWA C905 (14"-48") standard.

b. PVC Water Pipe Joints: PVC pipe shall have rubber-gasket joints which conform to the latest revision of the ANSI/AWWA C111/A21.11 standard.

13. HIGH DENSITY POLYETHYLENE (HDPE) PIPE, DR 9 (4”-63”)

(for use in ‘trenchless piping’ applications only)

a. HDPE Water Pipe: Water main piping shall be HDPE conforming to the latest revision of the AWWA C906 (4"-63") standard. Pipe shall be PE 3408 HDPE with a Cell classification of PE:345464C and have a Ductile Iron Pipe (DIP) size.

b. HDPE Water Pipe Fittings: Fittings, such as Butt Fusion or Electrofusion or Flanged and Mechanical Joint Adapters, shall be PE 3408 HDPE with a Cell classification of PE345464C and have a Ductile Iron Pipe (DIP) size.



14. DUCTILE-IRON FITTINGS (4"-48")

a. Ductile-Iron Fittings: Fittings shall be ductile iron mechanical joint fittings and shall conform to the latest revision of the ANSI/AWWA C110/A21.10 (3"-48") standard or the latest revision of the ANSI/AWWA C153/A21.53 (3"-24" & 54”-64”) standard for compact fittings. Fittings shall be cement-mortar lined conforming to the latest revision of the ANSI/AWWA C104/A21.4 standard. Rubber-gasket joints for fittings shall conform to the latest revision of the ANSI/AWWA C111/A21.11 standard. Any fitting, such as a bend or valve, which requires thrust restraint, shall include a mechanical joint thrust restraint.

15. THRUST RESTRAINTS (4"-48")

a. Thrust Restraints: Any required thrust restraint shall be EBAA Iron, Inc.

Megalug Flanges, Romac Industries, RomaGrip DI Grip Rings, ¾” (min) Core 10 steel rodding & hardware, or an approved equal. All thrust restraint shall be included on any fitting requiring thrust restraint.

16. MECHANICAL JOINT ADAPTORS

a. Mechanical Joint Adaptors: Any mechanical joint adaptors required shall be a MJ

Foster Adaptor with Accessory Pack, or an approved equal.

17. FASTENERS FOR WATER MAIN FITTINGS

a. Bolts & Fasteners: The Contractor shall provide NSS Cor-Blue “T” bolts (Fluorocarbon Coated) and fasteners, or an approved equal, for all water main fittings, with the exception of the bonnet fasteners on valves and the boot fasteners on hydrants which shall be 304 stainless steel.

18. RESILIENT-SEATED GATE VALVES & VALVE BOXES (3"-48")

a. Acceptable Manufactures: Acceptable manufactures of resilient-seated gate

valves and valve boxes are as follows: American Darling, Clow, Kenedy, or Waterous.

b. Resilient-Seated Gate Valves: Ductile cast iron-body resilient-seated gate valves (3"-48") with bronze parts & non-rising stems (NRS) shall be push-on joint or mechanical joint and shall conform to the latest revision of the ANSI/AWWA C509 standard. Ductile cast iron-body resilient-seated gate valves shall have a minimum Pressure Class of 200 and shall open by turning counterclockwise as viewed from the top. O-rings shall be used for stem sealing. Wrench nuts shall be 1 15/16" square at the top, 2" square at the base, and 1 3/4" high.

c. Protective Interior Coatings: Protective interior coatings for gate valves shall conform to the latest revision of the AWWA C550 standard.

d. Valve Box Adaptor: The Manufacturers’ recommended valve box adaptor shall be installed between the valve and valve box to eliminate improper keying of the valves due to settling or shifting of the valve box.

e. Valve Boxes: Valve box shall be a 2 piece cast iron valve box for 4” to 12” gate valves. Valve box shall have a 5 ½” screw type shaft, adjustable from 62” to 82”, and shall have a cast iron drop cover marked "WATER".



19. DRY-BARREL FIRE HYDRANTS

a. Acceptable Manufactures: Acceptable manufactures of dry-barrel fire hydrants are as follows: American AVK 2700 series or WB-67 Pacer.

b. Dry-Barrel Fire Hydrants: Dry-barrel fire hydrants shall be of an approved Manufacturer, conforming to the latest revision of the ANSI/AWWA C502 standard and must have a minimum pressure class of 150. All hydrants shall have O-ring seals, 6" M.J. inlet openings, 5" minimum valve opening, one (1) 4-1/2 inch pumper bronze outlet, two (2) 2-1/2 inch bronze hose outlets, national standard threads on outlets, 1-1/2" National Standard pentagon operating nut, painted red, compression type valve to close with water pressure and open left (counterclockwise). The hydrants shall have the breakable traffic flange and be painted red to the ground line (18" - 24" from nozzle to ground line). The hydrant valve is to seat against a bronze hydrant seat (bronze to bronze seating). Hydrant brands subject to approval by the city water department.

c. Hydrant Valve: Fire hydrant leads shall require a valve so the hydrant can be isolated. If required to keep the hydrant valve in the street and out of the curb & valley gutter, the Contractor shall furnish & install a mechanical joint adaptor.

d. Protective Interior Coatings: Protective interior coatings for hydrants shall conform to the latest revision of the ANSI/AWWA C550 standard.

20. WET TAP

If the Engineer decides a water main can’t be shut down to install a fitting, a wet tap shall be required in lieu of a tee. The wet tap shall consist of a Romac SST tapping sleeve with an American 2500 tapping valve, or approved equals.

21. UNDERGROUND SERVICE LINE VALVES AND FITTINGS

Brass fittings and valves shall comply with the Safe Drinking Water Act,

and the U.S.A. Environmental Protection Agency. All fittings and valves shall be manufactured in accordance with AWWA Standard C-800, latest revision, and as further specified in these technical specifications the following exception shall apply.

Exception: Any brass part of the fitting or valve in contact with potable water shall be made of a “No-Lead Brass”, defined for this specification as UNS Copper Alloy C89520 or C89833 in accordance with the chemical and mechanical requirements of ASTM B584. This “No-Lead Brass” alloy shall not contain more than 0.09% (or less) of total lead content by weight. The NL (no lead) identifier shall be cast or stamped on the fitting or valve.

22. COPPER TUBING (1"-2")

Seamless copper tubing shall be type "K" copper. All the copper tubing and its appurtenance shall conform to the Local, State or National Plumbing Code. Copper tubing shall conform to the latest revision of the ANSI/AWWA C800 standard for underground service line valves and fittings.



23. CURB STOPS (1"-2")

Brass curb stops with a 1.50” barrel shall be an A.Y. McDonald 6104, Ford B-22, Mueller B-25154, or an approved equal and shall be Minneapolis pattern valves. Curb stops shall not be the drain back type. Curb stops which are installed where there is a concrete or asphalt topping will require a 4” PVC casing which shall be furnished and installed by the Contractor. 4” PVC curb stop casing shall be ASTM D3034 with an SDR 35 rating, and shall be cut longer than the concrete or asphalt topping thickness. Curb stops shall conform to the latest revision of the ANSI/AWWA C800 standard for underground service line valves and fittings.

24. DOUBLE CHECK VALVE BACKFLOW PREVENTION ASSEMBLY (1/2”-3”)

Double check valve backflow-preventor assembly shall be a Watts #007 or an approved equal. Double check valve backflow prevention assemblies shall conform to the latest revision of the ANSI/AWWA C510 standard.

25. REDUCED-PRESSURE PRINCIPLE BACKFLOW PREVENTION ASSEMBLY (1"-

2")

1" to 2" reduced-pressure principle backflow-preventor assembly shall be a Watts #009 or an approved equal. Reduced-pressure principle backflow prevention assemblies shall conform to the latest revision of the ANSI/AWWA C511 standard.



"CONSTRUCTION SPECIFICATIONS FOR WATER MAINS & SERVICES"

26. ALIGNMENT & GRADE

The Engineer shall furnish all the necessary alignment and grade stakes or other necessary control for installing the water main, fittings, valves and hydrants at the required locations. It is the responsibility of the Contractor to protect these grade stakes, and any replacement of these grade stakes shall be at the expense of the Contractor. The Contractor shall carry grade into the trench by means of a level & level rod. At no time shall the Contractor change the grade without the approval of the Engineer. If underground interferences are encountered at the assigned grade, the Contractor shall notify the Engineer and wait until a revised grade has been determined for the water main.

27. UNDERGROUND INTERFERENCE

The location of underground public or private utilities may be shown on the plan sheets, as reported by the various utility companies and the Engineer, but this does not relieve the Contractor of the responsibility of determining the accuracy or completeness of these said locations. The Contractor shall determine the location of all underground ducts, conduits, pipes, cables or structures which will be affected by his excavation, and shall take steps necessary to support, protect, remove or relocate the said structures by any means suitable to the Owner and/or Engineer. The Contractor shall be responsible for notifying the various utility companies if his work will expose, affect or endanger any existing utility. The Contractor shall not begin construction until all utility companies have been contacted and their respective underground utilities have been located. In any instances arise where utility or structure relocation or reconstruction is impracticable, a deviation from alignment and grade may be requested by the Engineer. All cost of investigation and any necessary protection, support, removal or relocation of said structures shall be included in the contract bid price for laying pipe. The Contractor shall notify the SD 1-Call Notification Center at 1-800-781-7474 and the Brookings Municipal Utilities at 1-605-697-8418 for scheduling locates.

28. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES.

The Contractor shall barricade & maintain traffic control according to the Manual on "Uniform Traffic Control Devices" for streets & highways whenever it is applicable. The Federal Highway Administrator approves this manual as the National Standard.



29. WATER MAIN AND SEWER MAIN SEPARATION.

a. Horizontal Pipe Separation: Sanitary sewer mains shall be laid at least 10 feet horizontally from any existing or proposed water main. The distance shall be measured edge to edge. In cases where it is not practical to maintain a 10 foot pipe separation, the Department may allow deviation on a case-by-case basis, if supported by data from the Design Engineer. Such deviation may allow installation of the sanitary sewer main closer to a water main, provided that the water main is in a separate trench or on an undisturbed earth shelf located on one side of the sanitary sewer main and at an elevation so the bottom of the water main is at least 18 inches above the top of the sanitary sewer main. If it is impossible to obtain proper horizontal separation as described above, both the water main and sanitary sewer main shall be constructed of slip-on or mechanical joint pipe complying with public water supply design standards of the Department and be pressure rated to 150 psi.

b. Vertical Pipe Separation: i. Sanitary Sewer Mains Crossing Under Water Mains – The sanitary sewer

main shall be laid to provide a minimum of 18” from the top of the sanitary sewer main to the bottom of the water main. The crossing shall be arranged so the sanitary sewer joints will be equidistant and as far as possible from the water main.

1. In the event 18” of pipe separation cannot be maintained, adhere to one of the following:

a. The Contractor may replace the sanitary sewer main piping with a 20’ pipe section of BMU acceptable water main pipe (C900 with rubber end seals or Schedule 40 PVC with PVC couplers) pressure rated at 150 psi, 10 feet on each side of the water main, OR:

b. Install an encasement pipe around the water main or sanitary sewer main. The encasement pipe shall be 20’ minimum in length, centered where the pipes intersect, and sealed at both ends.

ii. Sanitary Sewer Mains Crossing Over Water Mains: 1. Pipe separation of 18” or greater shall be maintained, and the

Contractor shall adhere to one of the following: a. The Contractor may replace the sanitary sewer main piping

with a 20’ pipe section of BMU acceptable water main pipe (C900 with rubber end seals or Schedule 40 PVC with PVC couplers) pressure rated at 150 psi, 10 feet on each side of the water main, OR:

b. Install an encasement pipe around the water main or sanitary sewer main. The encasement pipe shall be 20’ minimum in length, centered where the pipes intersect, and sealed at both ends.

c. Storm Sewer Crossing: i. A reinforced concrete pipe (RCP) storm sewer pipe may cross below a

water main with a separation of less than 18 inches or at any height above a water main provided the joints on the RCP within 10 feet of either side of the water main are assembled with either:

1. A gasket that conforms to ASTM C443 specifications (generally available for round RCP pipe up to 72 inches), OR:

2. A watertight sealant meeting ASTM C990, AASHTO M 198, and Federal Specification #SS-S-210-A.



30. INTERRUPTION OF SERVICE

No valve or other control on the existing water system shall be operated by the Contractor for any purpose. The Contractor shall contact the city water department for any valve operations and the Contractor shall notify all consumers affected by interruption of water service.

31. JOB SITE AND WORK AREA CLEANUP:

The Contractor shall perform the work in a good workmanlike manner or to the satisfaction of the Owner/BMU. The Contractor is to clean up the job site, work area, public and private roads each day prior to leaving the project area. If the Contractor tracks mud, clay, aggregates, debris, etc., onto public roads, public right-of-ways, private roads, etc., all cleanup required shall be at the Contractors’ expense. It is up to the Contractor to provide whatever tracking control methods are necessary before accessing public and private roads with construction equipment. The Contractor can prevent tracking of soils and sediments onto public and private roads by constructing temporary graveled access roads and parking areas as needed at the construction site.

32. CASING PIPE UNDER HIGHWAYS, RAILROADS, ETC.

When casing pipe is specified for highway, railroad or any other crossings, the project shall be completed in accordance with applicable federal, state, and local regulations. The casing pipe shall be large enough to accommodate casing spacers on the carrier pipe to ensure the correct grade is established, proper centering within the casing pipe and to prevent damage during the installation. Ample amount of casing spacers shall be supplied to sustain a full carrier pipe. Care must be exercised in order to avoid any pvc to metal or metal to metal contact. In order to avoid the transfer of earth and live loads to the carrier pipe, the space between the carrier pipe and the casing pipe shall not be filled. The casing spacers shall be sized to allow 1/2” to 1” maximum of tolerance between the casing spacer runner and the casing inside diameter, this shall minimize the misalignment of the carrier pipe from the water table floating the pipe.

33. DEWATERING

a. Dry Trench: The trench is to be completely dry for pipe installation. b. Dewatering Methods: It is up to the Contractor to investigate soil conditions to

determine what dewatering methods shall be required. Prior approval from the Engineer is required before boring soil samples. The discharge area must be prior approved by the Engineer before initiating the dewatering. Any dewatering permits required from local, state or federal agencies must be obtained by the Contractor. When this item is included in the Bid Form as a separate bid item, this item shall be included in the overall competitive bid. This item is to inform the Contractor that dewatering may be necessary and it is up to the Contractor to determine what dewatering methods are deemed necessary. If there is no separate bid item for dewatering, trench-dewatering shall be part of the trench excavation and pipe installation bid items.

c. Pearock for the Dewatering Wells: If there is a bid item for pearock, the pearock required for the dewatering wells may be included in the bid item “Pipe Bedding”.



34. ABANDONED WATER MAIN

a. Abandoned Water Main: Abandoned water mains or water services in the common trench area of the replacement water main or water service shall be removed and disposed of by the Contractor. No open pipes shall be allowed on abandoned water mains or water services, all open pipes shall be concrete capped to prevent soil & water migration into the abandoned pipe.

35. TRENCH CONSTRUCTION

a. Open Cut Trench: All water mains shall be installed in open cut trenches. The

Engineer may permit short tunneling if deemed necessary. b. Protection of Workers: Contractor shall be in conformance with all federal and

state regulations for the protection of the workers. c. Alignment & Grade: All trenches shall be excavated on alignment and grades

furnished by the Engineer, see "Alignment & Grade". The Contractor shall provide a level & level rod for maintaining grades.

d. Trench-Dewatering: The trench is to be completely dry for pipe installation. Discharge from any trench-dewatering pumps shall be conducted to natural drainage channels, storm sewers, or as directed by applicable regulatory agencies. Unless otherwise specified, trench-dewatering shall be part of the trench excavation and pipe installation.

e. Excavated Material: Excavated material shall be placed in a manner that will not obstruct the work nor endanger the workers or the public, or obstruct sidewalks, driveways, roadways, or other structures. Placement of excavated material shall be done in compliance with federal, state and local regulations.

f. Salvage Gravel: Prior to beginning any excavation on graveled streets, the Contractor shall salvage all existing salvageable gravel and the same shall be relayed, shaped and graded into place upon completion of project. The Contractor is to avoid any mixing of clay or other foreign materials with the gravel. If the Contractor does not salvage the existing gravel, the Contractor shall be responsible for replacement of the wasted gravel at the Contractors’ expense.

g. Street Surface Removal: Removal of asphalt, concrete, or other street surfacing shall be part of the trench excavation. Methods such as sawing, cutting, knifing, drilling or chipping shall be used to ensure the breakage of pavement along straight lines. The amount removed shall depend on the width of trench required for the installation of the pipe and the dimensions of the area into which fittings, valves, hydrants, specials or other structures will be installed. The dimensions of pavement removed shall not exceed the dimensions of the opening required for installation of pipe, fittings, valves, hydrants, specials and other structures by more than 8" in any direction, unless safety issues or safety equipment warrant more room. All extra width excavations are to be prior approved by the Engineer.

h. Trench Width: The width of the trench for the pipe shall be the same as that afforded by the single-pass capabilities of normal available excavating equipment, and shall be ample to permit the pipe to be laid and joined properly and to allow the backfill to be placed as specified. The desired trench widths are 6" to 8" maximum on each side of the pipe for pipe sizes up to 33". For pipe larger than 33" the trench width should be the diameter of the pipe plus 24". Trenches shall be of such extra width, when required, to permit the placement of timber supports, sheeting, bracing, and appurtenances as required for safety requirements. All extra width excavations are to be prior approved by the Engineer.



i. Holes for Bells: Holes for the bells shall be provided at each joint, but shall be no

larger than necessary to allow joint assembly and to ensure that the pipe barrel will lie flat on the trench bottom. Push-on type joints require only minimum depressions for bell holes.

j. Rock Excavation: When excavation of rock in encountered, all rock shall be removed to provide a clearance below and on each side of all pipe, valves, and fittings of at least 6" for pipe sizes 24" or smaller and 9" for pipe sizes larger than 24". When excavation is completed, a layer of appropriate backfill material shall be placed on the bottom of the trench to the previously mentioned depths, leveled, and tamped. These clearances and bedding procedures shall also be observed for pieces of concrete or masonry and other debris or subterranean structures, such as masonry walls, piers, or foundations that may be encountered during excavation. This installation procedure shall also be followed when gravel formations containing loose boulders greater than approximately 8" in diameter are encountered. In all cases, the specified clearances shall be maintained between the bottom of all pipe and appurtenances and any part, projection, or point of rock, boulder, or stone of sufficient size and placement that, in the opinion of the Engineer, could cause a fulcrum point or point load.

k. Crossing over Existing Trench: Should the trench pass over a water main or other previous excavation, the trench bottom shall be sufficiently compacted to provide support equal to that of the native soil or to conform to other regulatory requirements in a manner that will prevent damage to the existing installation.

l. Private Property Protection: Trees, shrubs, sidewalks, fences, and all other property and surface structures shall be protected during construction, unless their removal is shown in the plans and specifications or approved by the Engineer. Any cutting of tree roots or branches shall be done only as approved by the Engineer.

m. Utility & Structure Support/Protection: Temporary support, adequate protection, and maintenance of all underground and surface structures, drains, sewers, and other obstructions encountered in the progress of the work shall be provided in accordance with specifications or applicable regulations.

n. Property Restoration: All properties that have been disturbed shall be restored as nearly as practical to their original condition.

o. Unsuitable Sub-Grade: When the sub-grade is found to include ashes, cinders, refuse, organic material, or other unsuitable material, such material shall be removed to a minimum of at least 6" below the bottom of the pipe, or to the depth required by the Engineer. The removed material shall be replaced, under the direction of the Engineer, with clean, stable backfill material, such as 3/8”x 1/8” pearock or 1½”x ¾”rock, unless otherwise directed. The bedding shall be consolidated and leveled so that the pipe will lie flat on the trench bottom. When the bottom of the trench or the sub-grade is found to consist of material that is unstable to such a degree that, in the judgment of the Engineer, it cannot be removed, a foundation for the pipe and/or appurtenance shall be constructed using pilings, treated timber, concrete, or other materials, at the direction of the Engineer.

p. Roadway & Site Cleanup: Contractor shall leave all work sites clear of excess debris at the end of each working day. Excess debris would include clay, black dirt, gravel, pea rock, construction materials, equipment, and etc.



q. Traffic-Control: Appropriate traffic-control devices shall be provided in

accordance with federal, state, and local regulations to regulate, warn, and guide vehicular and pedestrian traffic at the work site. Barricades and signing shall be in conformance with the Manual of Uniform Traffic Control Devices. A guide to be used for signing is "Work Area Traffic Control Manual" published by the city of Sioux Falls and available through their Traffic Engineer, or Part VI, "Traffic Controls for Street and Highway Construction and Maintenance Operations" from the Manual of Uniform Traffic Control Devices, which is available from the Superintendent of Documents, US Government Printing Office, Washington, D.C. 20402. The Contractor shall provide the appropriate signs, fencing and barricades surrounding the trench areas for vehicular and pedestrian protection. No street shall be closed unless written permission is obtained from the City Engineer or his designee. Permission to close a street shall be requested at the time an excavation permit is obtained.

36. PIPE INSTALLATION

a. PVC Pipe & Fitting Installation: PVC pipe and fitting installation shall be done

in accordance with the latest revision of ANSI/AWWA C605 “Underground Installation of Polyvinyl Chloride (PVC) Pressure Pipe and Fittings for Water”.

b. DIP Pipe & Fitting Installation: DIP pipe and fitting installation shall be done in accordance with the latest revision of ANSI/AWWA C600 “Installation of Ductile-Iron Water Mains and Their Appurtenances”.

c. Material Handling & Examination: Proper implements, tools, and facilities shall be provided and used for the safe and convenient performance of the work. All pipe, fittings, valves, specials and hydrants shall be lowered carefully into the trench by means of a derrick, ropes, or other suitable tools or equipment, in such a manner as to prevent damage to water main materials and protective coatings and linings. Under no circumstances shall water main materials be dropped or dumped into the trench. Where practical, the trench should be dewatered prior to installation of the pipe. All pipe, fittings, valves, hydrants, and other appurtenances shall be examined carefully for damage and other defects immediately before installation. Defective materials shall be replaced or marked and held for inspection by the Engineer, who may prescribe corrective repairs or reject the materials. All lumps, blisters, and excess coating shall be removed from the socket and plain ends of each pipe, and the outside of the plain end and the inside of the bell shall be wiped clean and dry and be free from dirt, sand, grit, or any foreign materials before the pipe is laid. Foreign material shall be prevented from entering the pipe while it is being placed in the trench. No debris, tools, clothing, or other materials shall be placed in the pipe at any time.

d. Alignment & Grade: As each length of pipe is placed in the trench, the joint shall be assembled and the pipe brought to correct alignment and grade by checking against the grade stakes provided by the Engineer. The pipe shall be secured in place with approved backfill material. It is common practice to lay pipe with the bells facing the direction in which work is progressing; however, it is not mandatory. For example, when the main is being laid on a slope, the pipe is frequently laid with the bells facing uphill for ease of installation. The direction of the bells is not functionally related to the direction of flow within the main.



e. Minimum Cover for Water Pipe: The nominal cover over a water main is 6.50’,

unless a greater amount of cover is otherwise specified or indicated on the plan sheets. The minimum cover allowed over a water main is 6.00’. Any water main with less than 6.00’ of cover shall require the Engineers’ approval prior to installation.

f. Watertight & Vented Plug: 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. The plug shall be fitted with a means for venting. When practical, the plug shall remain in place until the trench is pumped completely dry. Care must be taken to prevent pipe flotation, should the trench fill with water. Prior to removal of the plug for extending the line or for any other reason, air and/or water pressure in the line shall be released.

37. JOINT ASSEMBLY

a. Pipe Joint Deflection: Prior approval is required from the Engineer before any

horizontal or vertical deflection is allowed in water mains. When it is necessary to deflect pipe from a straight line in either the horizontal or vertical plane, the amount of joint deflection shall not exceed 80% of the maximum deflection allowed by the pipe Manufacturer.

b. Cutting Pipe: Cutting pipe for insertion of valves, fittings, or closure pieces shall be done in conformance with all safety recommendations of the Manufacturer of the cutting equipment. Cutting shall be done in a safe, workmanlike manner without creating damage to the pipe. Ductile-iron pipe may be cut using an abrasive pipe saw, rotary wheel cutter, guillotine pipe saw, milling wheel saw, or oxyacetylene torch if recommended by the pipe Manufacturer. Cut ends and rough edges shall be ground smooth, and for push-on joint connections the cut end shall be beveled by methods recommended by the Manufacturer and approved by the Engineer.

38. BACKFILLING

a. Backfill: Backfill shall also be accomplished in accordance with the specified

laying conditions as described under the pipe installations section. b. Backfill Material: The Contractor shall use previously excavated soil for trench

backfill above the pipe bedding to maintain continuity of the soil type across the roadway section. All backfill material shall be free from debris, cinders, ashes, refuse, vegetable or organic material, boulders, rocks or stones, frozen soil, or other material that, in the opinion of the Engineer, is unsuitable. Backfill material shall not be installed in any trench which has standing water in the trench. Backfill material from four inches (4") below the bottom of the pipe to six inches (6") above the top of the pipe shall be 3/8”x1/8” pearock, unless otherwise specified. Stones larger than 3” in diameter shall not be placed within two feet (2’) from the top of the pipe. From two feet (2’) from the top of the pipe to the sub-grade of the pavement, material containing stones up to 8" in their greatest dimension may be used, unless otherwise specified. When the type of backfill material is not indicated on the plans or is not specified, the excavated material may be used, provided that such material consists of loam, clay, sand, gravel, or other materials that, in the opinion of the Engineer, are suitable for backfilling.



If excavated material is indicated on the drawings or specified for backfill, and there is a deficiency due to a rejection of a part thereof, the required amount of Engineer approved material shall be provided by the Contractor. The Engineer shall compensate the Contractor for the replacement of the rejected backfill material under the appropriate bid item in the bid form. The Contractor shall be responsible for the removal and disposal of all rejected materials. For purposes of definition: (a) sand is material graded from fine to coarse, containing less than 10 percent, by weight, of loam and clay that passes a 3/4" sieve with no more than 5 percent, by weight, remaining on a no. 4 sieve; (b) gravel is a reasonably uniform combination, containing no boulders or stones larger than 2" and not containing excessive amounts of clay and loam; (c) crushed stone is limestone or dolomite ledge-rock material that all passes a 1/2" sieve with no more that 25 percent passing a no. 100 sieve.

c. Backfill Compaction: Backfill in existing or future street locations shall be compacted in no more than two foot (2') lifts. The minimum allowable compaction shall be 95% of maximum dry density as determined by the latest version of ASTM D698 (Standard Proctor). If backfill soil moisture content is greater that the optimum moisture range that will allow the Contractor to meet the density requirements with a reasonable level of effort, the Contractor shall air dry the soil outside the trench to achieve the desired moisture range prior to backfill and compaction. If backfill soil moisture content is less than the optimum moisture range that will allow the Contractor to meet the density requirements with a reasonable level of effort, the Contractor shall add and mix water to the soil to achieve the desired moisture range for compaction. The Engineer may choose to hire a reputable firm to take random compaction tests of the backfilled trench material. If any of these tests indicate that the material has not been compacted to the required density, the Contractor shall re-compact the backfill material at no additional cost to the Owner. At all locations which the compaction tests have failed, an additional compaction test shall be conducted after re-compacting the trench at the Contractors’ expense. When special backfill compaction procedures are required, they shall be accomplished in accordance with project specifications of applicable federal, state or local regulations.

d. Backfilling with Pipe Joints Accessible: Newly installed pipelines are normally tested after backfilling. When unusual conditions require that pressure and leakage testing be accomplished before completion of backfilling or with pipe joints accessible for examination, sufficient backfill material shall be placed over the pipe barrel between the joints to prevent movement, and due consideration shall be given to restraining thrust forces during the testing. In particular, restrained-joint systems which derive their stability from the interaction of the pipe and soil, should be backfilled prior to testing.

39. VALVE AND FITTING INSTALLATION

a. Valve & Fitting Inspection: Prior to installation, valves shall be inspected by the

Contractor for direction of opening, number of turns to open, freedom of operation, tightness of pressure-containing bolting and test plugs, cleanliness of valve ports and especially seating surfaces, handling damage, and cracks. Defective materials shall be held for inspection by the Engineer and/or replaced at no extra cost to the Owner. Valves shall be closed before being installed.



b. Valve & Fitting Installation: Valves, fittings, plugs, and caps shall be set and

joined to the pipe in the manner specified in the pipe installation section for cleaning, laying and joining pipe, except that all valves should be provided with special support, such as a concrete pads, so that the pipe will not be required to support the weight of the valve. Valves shall be installed in the closed position. Valves requiring restraint shall include a restraint fitting, rodding to a fitting may also be required. Mains shall be drained through drainage branches, blow-offs or dead-end hydrants. Drainage branches, blow-offs, air vents, and any other required appurtenances shall be provided with control valves and shall be located and installed as shown on the plans. Drainage branches or blow-offs shall not be directly connected to any storm or sanitary sewer, submerged in any stream, or installed in any other manner that will permit siphonage back into the distribution system.

c. Valve Box or Vault: A valve box or a vault shall be provided for every valve that has no gearing or operating mechanism or in which the gearing or operating mechanism is fully protected with a gear case. The valve box shall not transmit shock or stress to the valve. The valve box shall be centered over the operating nut of the valve and shall have a valve box adaptor installed between the valve box and the valve. The valve box cover shall be installed flush with the surface of the finished area or any other such level as may be directed by the Engineer.

A valve vault designed to prevent settling on the pipe shall be provided for every valve that has exposed gearing or operating mechanisms. The operating nut shall be readily accessible for operation through the opening in the valve vault, which shall be set flush with the surface of the finished pavement or such other level as may be specified. Vaults shall be constructed to permit minor valve repairs and to protect the valve and pipe from impact where they pass thought the vault walls.

d. Valve Stress & Pressure: In no case shall valves be used to bring misaligned pipe into alignment during installation. Pipe shall be supported in such a manner as to prevent stress on the valve. All dead ends on new mains shall be closed with plugs or caps that are suitably restrained to prevent blowing off under test pressure. If a blow-off valve precedes the plug or cap it shall have a joint restraint fitting included, and rodding to a fitting may also be required, to insure the valve does not blow off when extension of the water main resumes. All dead ends shall be equipped with suitable blow-off facilities. Additional information regarding installation of gate valves can be found in the appendices of ANSI/AWWA C500 and ANSI/AWWA C509.

40. FLUSHING

Foreign material left in the pipelines during installation often results in valve or hydrant seat leakage during pressure tests. Every effort shall be made to keep lines clean during installation. Thorough flushing is recommended prior to a pressure test; flushing should be accomplished by partially opening and closing valves and hydrants several times under expected line pressure, with flow velocities adequate to flush foreign material out of the valves and hydrants.



41. HYDRANT INSTALLATION

a. Hydrant Inspection: Prior to installation, all hydrants shall be inspected for direction of opening, nozzle threading, operating-nut and cap-nut dimensions, tightness of pressure-containing bolting, cleanliness of inlet elbow, handling damage, and cracks. Defective hydrants shall be corrected or held for inspection by the Engineer.

b. Hydrant Installation: All hydrants shall stand plumb and shall have their nozzles parallel with or at right angles to the curb, with the pumper nozzle facing the curb, except that hydrants having tow-hose nozzles 90 degrees apart shall be set with each nozzle facing the curb at an angle of 45 degrees. Hydrants shall be set to the established grade, with the centerline of the lowest nozzle at least 18" above the ground and not more than 24" above the ground. Traffic model hydrants shall be installed such that the breakaway flange shall be installed not less than 2" or more than 6" above established grade. Each hydrant shall be connected to the main with a 6" or larger diameter branch which may or may not be controlled by an independent valve. The valve shall include a restraint fitting, rodding to a fitting may also be required, to allow shutoff when the hydrant needs to be removed. When a dry-barrel hydrant is set in soil that is pervious, drainage shall be provided at the base of the hydrant by placing 1 1/2”x 3/4” rock from the bottom of the trench to at least 6" above the drain-port opening in the hydrant and to a distance of 1 ft. around the elbow. When a dry-barrel hydrant with an open drain port is set in clay or other impervious soil, a drainage pit 2'x 2' shall be excavated below each hydrant. The drainage pit shall be filled with 1 1/2”x 3/4” rock to a level of 6" above the drain port. The location of the hydrant shall be centered in the boulevard between the street side sidewalk edge and the back of curb. Hydrants installed by intersections shall be located a minimum of five feet from intersection sidewalk. In the case of hydrants that are intended to fail at the ground-line joint upon vehicle impact (traffic hydrants), specific care must be taken to provide adequate soil resistance to avoid transmitting shock moment to the lower barrel and inlet connection. In loose or poor load-bearing soil, this may be accomplished by pouring a concrete collar approximately 6" thick to a diameter of 2' at or near the ground line around the hydrant barrel. Additional information regarding installation of hydrants can be found in AWWA Manual M17.

42. THRUST RESTRAINT

a. Hydrant Thrust Restraint: The bowl of each hydrant shall be well braced against

a sufficient area of unexcavated earth at the end of the trench with a thrust restrained joint, stone slabs or concrete thrust blocks, or it shall be tied to the pipe with suitable metal tie rods, clamps, as shown or directed by the Engineer.

b. Fitting Thrust Restraint: All fittings requiring thrust restraint, such as valves, bends, etc., shall include a restrained joint fitting with the concrete thrust blocks, as shown or specified by the Engineer.

c. Objective of Thrust Restraint: The design pressure is the maximum pressure to which the pipeline will be subjected, with consideration given to the vulnerability of the pipe-soil system when the pressure is expected to be applied. In most cases, this will be the test pressure of the pipe, applied shortly after installation, when the pipe-soil system is normally most vulnerable.



For buried pipelines, thrust restraint is achieved by transferring the thrust force to the soil structure outside the pipe. The objective of the design is to distribute the thrust forces to the soil structure in such a manner that joint separation will not occur in unrestrained joints.

d. Thrust Block Requirement: Vertical and horizontal thrust blocks shall be made of concrete having a compressive strength of not less than 2000 psi after 28 days. The blocks shall be placed between solid ground, and the fitting is to be anchored; the mass of the block and/or the area of bearing on the pipe and on the ground in each instance shall be that shown or directed by the Engineer. The blocking shall, unless otherwise shown or directed, be so located as to contain the resultant thrust force in such a way that the pipe and fitting joints will be accessible for repair.

e. Restraining Mechanism: Restraining mechanisms for push-on or mechanical joints shall be included with any fitting requiring restraint, along with concrete backing. Tie rods, clamps, or other components of dissimilar metal shall be protected against corrosion by hand application of a suitable coating or by encasement of the entire assembly with 8 mils of loose polyethylene film in accordance with ANSI/AWWA C105/A21.5.

43. WATER SERVICES (1"-2")

a. Individual Water Service: Brookings Municipal Utilities requires a separate

water service for each residence which has the potential of being sold individually, which shall include but not be limited to, duplexes, four plexes, townhouses, etc. Zoning shall determine the properties selling potential.

b. Water Service Location: The water service location shall be determined by the Owner or Engineer, but the water service and water service tap must be installed a minimum of ten feet (10’) from the property line or ownership line, adjacent to the right-of-way line.

c. Minimum Cover for Water Services: The minimum cover allowed over a water service is 6.00’, unless a greater amount of cover is otherwise specified. Any water service with less than 6.00’ of cover shall require the Engineers’ approval prior to installation.

d. Corporation Stop: Corporation stops shall be installed after the pipe has been installed and pressurized by the Engineer. Generally, they are located at ten o'clock or two o'clock on the circumference of the pipe and shall be installed using a service saddle. If cover over a service line is shallow and frost may become a factor, corporations may be installed at 3 o'clock or 9 o'clock on the water main to get additional cover over the water service.

e. Water Service Installation: Water services (1"-2") shall be type "K" copper with installation methods and procedures conforming to the Local, State or National Plumbing Code. Sufficient cover shall be provided to keep the water service line from freezing. The copper water service must be continuous from corporation to curb stop and from curb stop to meter valve, no splices are allowed.

f. Curb Stop: Curb stops shall be installed at the location which will put them in the center of the existing or future sidewalk location. Curb stops shall be provided with a box or tube of Minneapolis pattern and the top of each box or tube shall be placed at the same grade as the top of the sidewalk. Curb stops shall be provided with a rod that is fastened to the curb stop body and extends to approximately two inches (2") below the top of the sidewalk. The Minneapolis pattern curb stop box, rod & cap shall be installed with the curb stop if service will continue to the residence in the same construction season (April – November) in which the water service was installed. If the water service is stubbed to the property for future extension, then the curb stop box, rod and cap will be replaced with a 4” PVC pipe over the curb stop to a minimum of 24” above grade.



Curb stops which are installed where there is a concrete or asphalt topping will require a 4” PVC casing which shall be furnished and installed by the Contractor. 4” PVC curb stop casing shall be ASTM D3034 with an SDR 35 rating, and shall be cut longer than the concrete or asphalt topping thickness.

g. Water Service Valve: The Contractor shall install an accessible flared gate valve or other full-way valve on the source side of the water meter.

h. Backflow Preventor: All backflow preventors shall be installed just past the meter on the customer side. No taps, tees, or any type of water usage shall be used by the customer between the meter and the backflow preventor.



"WATER MAIN TESTING, CLORINATION AND INSPECTION"

44. WATER MAIN HYDROSTATIC PRESSURE TESTING

a. Hydrostatic Pressure Test: Hydrostatic pressure testing shall be done in accordance with the latest revision of ANSI/AWWA C605 “Underground Installation of Polyvinyl Chloride (PVC) Pressure Pipe and Fittings for Water”.

Upon completion of the installation of the water main all piping shall be hydrostatically tested, by the Contractor, by pumping water into the water main up to a pressure of 120 psi. The 120 psi pressure must be maintained for a period of two (2) hours minimum. The Engineer must be present to observe the hydrostatic pressure test of the water main before the water main will be accepted by the city. If the Contractor is unable to maintain a pressure of 120 psi for two hours, the Contractor shall then measure the allowable makeup water rate by pumping water into the water main at 120 psi.

b. Allowable Makeup Water: The allowable rate of makeup water under this test shall be determined by the following formula:

Q = LD√P (the sq root of 120psi=10.9545) 148,000 Where:Q = Allowable makeup water, gallons per hour L = Length of pipe section being tested, in feet D = Nominal diameter of pipe, in inches P = Avg Test Pressure, PSI Gauge (√120psi=10.9545)

If any section of the water main does not meet the pressure test or allowable makeup water rate requirements, the Contractor at the Contractors’ expense shall locate and repair any defects and retest the water main until it meets the requirements of the specified test. The Contractor shall furnish all water, pumping equipment, labor and gauges required for this hydrostatic pressure test and any added costs for this test shall be included in the unit price bid for water main pipe.

45. DISINFECTION

Disinfection shall be done in accordance with the latest revision of ANSI/AWWA C651 “Disinfecting Water Mains”. All water mains installed shall be chlorinated by the Contractor using the "tablet method" as specified by ANSI/AWWA C651. The Contractor shall provide a minimum chlorine dose of 25mg/L, with L being the length of the pipe section. The tablet method consists of placing calcium hypochlorite granules or tablets in the water main as it is being installed and then filling the main with potable water when installation is completed. This method may be used only if the pipes and appurtenances are kept clean and dry during construction. During construction, calcium hypochlorite granules shall be placed at the upstream end of the first section of pipe, at the upstream end of each branch main, and at 500 foot intervals. The quantity of granules shall be as shown in Table 1. Warning: This procedure must not be used on solvent-welded plastic or on screwed-joint steel pipe because of the danger of fire or explosion from the reaction of the joint compounds with the calcium hypochlorite.



a. Placing of Calcium Hypochlorite Tablets: During construction, 5-g calcium hypochlorite tablets shall be placed in each section of pipe. Also, one tablet shall be placed in each hydrant, hydrant branch, and other appurtenance. The number of 5-g tablets required for each pipe section shall be (0.0012)*(d*d)*(L) rounded to the next higher integer, where (d) is the inside pipe diameter, in inches, and (L) is the length of the pipe section, in feet. Table 2 shows the number of tablets required for commonly used sizes of pipe. The tablets shall be attached by a food-grade adhesive. There shall be adhesive only on the broadside of the tablet attached to the surface of the pipe. Attach all the tablets inside and at the top of the main, with approximately equal numbers of tablets at each end of a given pipe length. If the tablets are attached before the pipe section is placed in the trench, their position shall be marked on the section to indicate that the pipe has been installed with the tablets at the top. Reference “Table 1” & “Table 2” for calcium quantity requirements.

b. Filling the Water Main: When installation has been completed, the main shall be filled with water at a rate to ensure that the water within the main will flow at a velocity no greater than 1 ft/s (0.3 m/s). Precautions shall be taken to ensure that air pockets are eliminated. This water shall remain in the pipe for at least 24 hours. If the water temperature is less than 41F (5C), the water shall remain in the pipe for at least 48 hours.

c. Flushing the Water Main of Heavily Chlorinated Water: The Contractor is not allowed to flush any chlorinated water prior to obtaining permission from the Department of Environment and Natural Resources, Surface Water Quality Program.

After the applicable retention period, heavily chlorinated water should not remain in prolonged contact with the pipe. In order to prevent damage to the pipe lining or to prevent corrosion damage to the pipe itself, the heavily chlorinated water shall be flushed from the main fittings, valves, and branches until chlorine measurements show that the concentration in the water leaving the main is no higher than that generally prevailing in the distribution system or that is acceptable for domestic use. Flushing locations and procedures shall be directed by the Engineer. Flushing shall be directed into a sanitary sewer manhole whenever applicable. The environment to which the chlorinated water is to be discharged (including point of storm sewer discharge) shall be inspected by the Engineer. If there is any question that the chlorinated discharge will cause damage to the environment, including creeks, streams, ponds or lakes that support aquatic life, then the Contractor shall apply a reducing agent to the water which is to be discharged to neutralize the chlorine residual remaining in the water. Reference “Table 3” for reducing agent quantity requirements.



d. Bacteriological Tests: After final flushing and before the new water main is connected to the distribution system, two consecutive sets of acceptable samples, taken at least 24 hours apart, shall be collected from the new main. Samples shall be collected from every 1,200 feet of the new water main, plus one set from the end of the line and at least one set from each branch. All samples shall be tested for bacteriological (chemical and physical) quality in accordance with “Standard Methods for the Examination of Water and Wastewater”; and shall show the absence of coliform organisms; and, if required, the presence of a chlorine residual. Turbidity, pH, and a standard heterotrophic plate count or test may be required at the option of the purchaser, because new material does not typically contain coliforms but does typically contain HPC bacteria.

If trench water has entered the new main during construction or if, in the opinion of the Owner, excessive quantities of dirt or debris have entered the new main, bacteriological samples shall be taken at intervals of approximately 200 feet, and the location shall be identified. Samples shall be taken of water that has stood in the new main for at least 16 hours after final flushing has been completed. Samples for bacteriological analysis shall be collected in sterile bottles treated with sodium thiosulfate as required by “Standard Methods for the Examination of Water and Wastewater”. No hose or fire hydrant shall be used in the collection of samples (for pipe repairs, if no other sampling port is available, well-flushed fire hydrants may be used with the understanding that they do not represent optimum sampling conditions). There should be no water in the trench up to the connection for sampling. The sampling pipe must be dedicated and clean, and disinfected and flushed prior to sampling. A corporation cock may be installed in the main with a copper-tube gooseneck assembly. After samples have been collected, the gooseneck assembly may be removed and retained for future use.

e. Re-Disinfection: If the initial disinfection fails to produce satisfactory bacteriological results or if other water quality is affected, the new main may be re-flushed and shall be re-sampled. If check samples also fail to produce acceptable results, the main shall be re-chlorinated by the continuous-feed or slug method until satisfactory results are obtained.



Table 1 Ounces of calcium hypochlorite granules to be placed at beginning of main and at each 500 ft interval. (dia in inches / 12)(dia in inches / 12)(15.1)=oz (dia in inches / 12)(dia in inches / 12)(427.9)=g

Pipe Diameter (d) Calcium Hypochlorite Granulesin (mm) oz (g)4 (100) 1.7 57 6 (150) 3.8 1138 (200) 6.7 20010 (250) 10.5 30012 (300) 15.1 43016 (400) 26.9 77020 (500) 42.0 1200

Table 2 Number of 5-g calcium hypochlorite tablets required for dose of 25 mg/Length.

(0.0012)*(dia in inches*dia in inches)*(Length of Pipe Section in ft); round up to next integer. Length of Pipe Section, ft (m)

Pipe Diameter (d) 13’ (4.0)or less

18’ (5.5) 20’ (6.1) 30’ (9.1) 40’ (12.2)

in (mm) Number of 5-g Calcium Hypochlorite Tablets 4 (100) 1 1 1 1 16 (150) 1 1 1 2 28 (200) 1 2 2 3 410 (250) 2 3 3 4 512 (300) 3 4 4 6 716 (400) 4 6 7 10 1320 (500) 7 9 10 15 20

* Based on 3.25-g available chlorine per tablet; any portion of tablet rounded to the next higher integer. Table 3 Amount of chemicals required to neutralize various residual chlorine concentrations in 100,000 gallons of water. Residual Chlorine

Concentration Sulfur Dioxide

(SO2) Sodium Bisulfite

(NaHSO3) Sodium Sulfite

(Na2SO3) Sodium Thiosulfate(Na2S2O3 * 5H2O)

mg/L lb (kg) lb (kg) lb (kg) lb (kg) 1 0.8 (.36) 1.2 (.54) 1.4 (.64) 1.2 (.54) 2 1.7 (.77) 2.5 (1.13) 2.9 (1.32) 2.4 (1.09) 10 8.3 (3.76) 12.5 (5.67) 14.6 (6.62) 12.0 (5.44) 50 41.7 (18.91) 62.6 (28.39) 73.0 (33.11) 60.0 (27.22)

* Except for residual chlorine concentration, all amounts are in pounds (kilograms).

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Revised: 9/27/2012 Water Installation Details

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