Section III. Utilities

A.  STORM SEWER

  1. Specifications and Design Criteria
    Control of stormwater runoff shall be in accordance with City of Aurora Stormwater Ordinance (Kane County Stormwater Management Ordinance as adopted and amended by the City of Aurora, Sec.18-201 through 18-204 of the Code of Ordinances).  For Stormwater Management Requirements, refer to Section IV of the Standard Specifications.

    The proposed storm sewer system shall be sized, at a minimum, to convey the stormwater runoff generated during a rainfall event with a return frequency of not less than ten (10) years. The design peak runoff shall be determined using the Modified Rational Method.  The design rainfall intensity shall be determined from the Illinois State Water Survey’s Bulletin 75 ”Precipitation Frequency Study for Illinois,” specifically Table 7 “Rainfall (inches) for Given Recurrence Interval for Section 2 (Northeast).”  The provided values can be interpolated to determine incremental intensity for various times of concentrations.

Table 3: 10-Year Frequency Rain Event 

Duration

Rainfall Depth (in)

Intensity (in/hr)

 

Duration

Rainfall Depth (in)

Intensity (in/hr)

5 min

0.62

7.44

 

1 hour

2.42

2.42

10 min

1.08

6.48

 

2 hours

2.99

1.50

15 min

1.39

5.56

 

3 hours

3.30

1.10

30 min

1.91

3.82

 

6 hours

3.86

0.64

The time of concentration used to determine the design rainfall intensity shall be calculated for the fully developed condition using Worksheet 3, as published in the SCS Technical 55 Manual.  The length of the sheet flow component of the time of concentration shall be no longer than one hundred (100) feet.

The capacity of the storm sewer system must be determined by gravity flow only.  The City will not allow siphons or pump stations to convey stormwater runoff.   The design must not consider the effects of surcharging, with the exception of decreases in capacity due to tailwater effects on outlets. Grate capacity analysis should be performed at critical low areas, at all inlets and catch basins when the storm sewer is designed for 100-yr capacity, or as required by the City Engineer.

The storm sewer must be designed to have a minimum full flow velocity of three (3) feet per second.  

The runoff coefficient shall be determined by the character of the land to be drained when fully developed using the following runoff coefficients.

  • Grass                                       0.30
  •  Impervious Surfaces               0.96
  • Permeable Pavement              0.70

Storm sewers of sufficient capacity shall be constructed throughout the entire development and shall be connected to an adequate outfall.   Intercepting stormwater inlet or catch basin structures shall be provided at flow intervals not in excess of three hundred feet (300’) as measured along the gutter line.

All stormwater runoff which flows overland into or out of a storm sewer system must enter or exit through a flared end section, slope box, or a poured in place headwall. Grates shall be required on all flared end sections.  Two feet (2’) minimum cover shall be provided above the top of the pipe for all storm sewers.

The stormwater drainage system shall be separate and independent of the sanitary sewer system.  The minimum size of public storm sewer shall be twelve inches (12”).  Storm sewer shall be constructed of reinforced concrete pipe (RCP) conforming to the “American Society for Testing Materials” designation C-76, wall thickness B.  Other materials for storm sewers may be used in special cases upon the approval of the City Engineer.   

Existing ground water drain tiles shall be connected to storm sewers at storm sewer structures or shall be restored to operating condition at the direction of the City Engineer. Storm structures with closed lids shall be placed on all drain tiles entering and/or exiting a site.  

All joints for concrete storm sewers shall be of the O-ring gasket type as per the A.S.T.M. C-443 specifications.  All storm sewers that encroach within fifteen feet (15’) of any building foundation shall be PVC SDR 26; D-2241, D-3212, F-412 and F-477 from storm structure to storm structure.

Street grades and lot and block drainage shall be established so as to permit positive drainage to the storm sewer system.  Horseshoe drainage of individual lots should be avoided.

All rear yard drainage structures and sump pump collection pipes should drain toward the right-of-way storm sewer.  Rear yard drainage structures shall be designed so that the distance from the structure in the right-of-way to the furthest structure is less than four hundred feet (400’).  Storm sewer trunk lines are not allowed in rear yard applications, unless approved by the City Engineer.

  1. Manholes, Catch Basins and Inlets
    All manholes, catch basins, and inlets shall be reinforced precast concrete and shall be sealed with butyl rope joint sealant.   Manholes for both sanitary and storm sewers shall be spaced at a maximum interval of four hundred feet (400’).  All manholes should be placed by property lines whenever possible.

    All storm sewer draining paved areas must pass through a catch basin prior to entering the storm sewer trunk line.  Inlets with a diameter of two feet (2’) are only allowed as part of the public infrastructure where necessary due to site specific constraints.  They will not be allowed if more than one pipe twelve inch (12”) diameter or larger is entering or exiting the inlet.  All catch basins and inlets shall be constructed with weep holes as detailed in Exhibit III-A-4 and III-A-5 respectively.  All catch basins and inlets will be backfilled with CA-7 crushed limestone or crushed gravel to allow for subgrade seepage.  If subgrade conditions are excessively wet, excessively sensitive to moisture, or special conditions exist, a capped perforated pipe stubbed from the structure may be required.

    Catch basins shall empty into a manhole, except that a catch basin may tie directly into the storm sewer trunk line utilizing a concrete collar (6” minimum) if the following conditions are met (see Exhibit III-A-6).
    1. The storm sewer trunk line is forty eight inch (48”) diameter or greater.
    2. The storm sewer conduit from the catch basin to the trunk line is forty feet (40’) or less in length and enters the trunk line in the top one-third (1/3) of the storm sewer trunk line.
    3. The connecting storm sewer shall be core drilled into the receiving trunk storm sewer.

      Jogs in sewer lines to pick up structures will not be allowed.
      Doghouse manholes are not allowed.

  2. Frames and Grates
    1. Inlet and Catch Basin Castings
      Inlet and/or catch basin frames and grates shall be Neenah No. R-3015 grate type R, or approved equal, when standard curb and gutter is installed, unless site specific conditions require an alternate frame and grate. Where a continuous grade is carried across an inlet or catch basin casting, the open vane cover shall be used, Neenah No. R-3286-8V, East Jordan 7520 T1, or approved equal. When additional grate capacity is needed in low areas or as required by the City Engineer, Neenah No. R-3067 grate Type R shall be used or approved equal. In cases where storm sewer inlets are used in depressed curb areas, use Neenah No. R-3509. In rear yards, Neenah No. R-4342 shall be used. All inlet and catch basin castings shall have the message “DUMP NO WASTE DRAINS TO RIVER” cast into them.
    2. Manhole Castings
      In paved areas manhole castings shall be Neenah No. R-1713 frame and Type B cover, East Jordan 1051-3, or approved equal.  In non-paved areas, where closed lids are needed, use Neenah No. R-1772-B, East Jordan 1022-1 (medium cover) or approved equal.   All type B covers within the right-of-way on systems to be maintained by the City of Aurora shall have “CITY OF AURORA” cast into the top and shall have a concealed pick hole. All Type B covers shall have a machined surface and a watertight rubber gasket seal.  See section E. Final Adjustments for casting installation requirements.
  3. Sump Pumps
    All sump pump systems are to be connected to the public storm sewer system.  The pipe shall be a four inch (4”) minimum PVC SDR 26 (see Exhibit III-A-2).  The connection to the storm sewer shall be through a structure.   After insertion of the sump pump discharge pipe into the structure, the joint shall be sealed watertight with cement.  In no case shall the sump pump discharge pipe extend beyond the inner surface of the structure.  

    All individual sump pump lines shall be connected to a storm structure or sump pump collection line structure. Sump pump collection lines shall be six inch (6”) diameter minimum. Sump pump collection lines shall have a cleanout/inlet structure at the upstream end and shall have a cleanout structure every three hundred feet (300’) maximum.  Sump pump cleanout structures shall be two foot (2’) diameter structures and will not be allowed to pick up surface drainage.  The frame and lid shall be Neenah No. R-1706-1 or approved equal.   All sump pump service stubs shall be marked at the time of construction with a 4” x 4” hardwood post neatly installed vertically with a minimum three feet (3’) bury and a minimum four feet (4’) exposed.  The top one foot (1’) of the post shall be neatly painted white.
  4. Closed Circuit T.V. Inspection
    In order for the City to accept the public storm sewer improvements, the Contractor shall televise the new storm sewer from manhole to manhole.  The televising shall be performed by an operator that is PACP certified according to NASSCO (National Association of Sewer Service Companies) and the pipeline evaluations shall be coded using PACP guidelines.

    Prior to televising, the Contractor shall flush and clean all storm sewers.  This method shall include, but not be limited to: high velocity hydro-cleaning; mechanical cleaning using bucketing machines; and root removal.  The Contractor shall be responsible for the disposal of all solids or semi-solids resulting from the cleaning operations.

    The television camera used for the inspection shall be one specifically designed and constructed for such inspection.   Lighting for the camera shall be suitable to allow a clear picture of the entire periphery of the pipe.  The camera shall have a rotating head and shall be operative in one hundred percent (100%) humidity conditions.  The camera, television monitor and other components of the video system shall be capable of producing a minimum five hundred (500) line resolution video picture in color.  Picture quality and definition shall be to the satisfaction of the City Engineer and, if unsatisfactory, shall be redone at no cost to the City.

    The inspection shall be done one manhole section at a time, and the flow in the section being inspected shall be suitably controlled.   The camera shall be moved through the line from the upstream manhole to the downstream manhole at a uniform rate, stopping when necessary to ensure proper documentation of the sewer’s condition, but in no case shall the television camera be moved at a speed greater than 30 feet per minute.  Manual winches, power winches, TV cable and powered rewinds or other devices that do not obstruct the camera view or interfere with proper documentation of the sewer conditions shall be used to move the camera through the sewer line.   If, during the inspection operation, the television camera cannot pass through the entire sewer section, the Contractor shall re-set his equipment in a manner so that the inspection can be performed from the opposite manhole.

    Measurement of any defects, connections, etc. as described in the accompanying report shall be accurate to two tenths (0.2) of a foot over the length of the section being inspected.

    Electronic copies of the reports shall be provided to the City in PDF format.  Reports shall clearly show the location in relation to adjacent manholes, of points of significance such as unusual conditions, roots, collapsed sections, presence of scale and corrosion, and other discernable features.  Each manhole shall be identified by numbers pre-selected by the City Engineer and depths of the manholes shall be recorded.

    Electronic copies of the videos shall be provided to the City Engineer of sections televised.

B.  SANITARY SEWER

  1. General
    Standard Specifications for Water & Sewer Main Construction in Illinois current edition, and all requirements of Fox Metro Water Reclamation District must be met for any sanitary-related work.

    As part of the IEPA sanitary permit submittal, the Design Engineer shall provide the City a service area map and sanitary sewer computations that are signed and sealed by an Illinois licensed Professional Engineer.

    In addition, the Design Engineer shall provide documentation to the City that a permit and/or approval has been received from Fox Metro Water Reclamation District for the proposed improvements.

    The minimum size sanitary sewer main is eight inches (8”) diameter and shall be at minimum design slope 0.45%, except the most upstream run of an eight inch (8”) sanitary sewer shall have a minimum 0.60% design slope.   The minimum design slope of a ten inch (10”) sanitary sewer main shall be 0.30%, and the minimum design slope of a twelve inch (12”) sanitary sewer main shall be 0.25%.

    The maximum allowable distance between manholes is four hundred feet (400’).  The minimum sanitary service size is six inches (6”) diameter.  Service connections to mains shall be made with wyes or tees. “Insert-a-tee”, or approved equal, tapping systems may be used when connecting a six inch (6”) service to an existing sewer main with a diameter of eight inches (8”) or larger.  Risers are required for all services when the main depth exceeds twelve feet (12’).

    Separation between sanitary mains/services and water mains/services must be a minimum of ten feet (10’) horizontal.  If a minimum of ten feet (10’) of separation cannot be achieved, an alternate design must be submitted that meets the requirements of the Standard Specifications for Water & Sewer Main Construction in Illinois.

    In the case where there are multiple sanitary sewer services to a building, the separation between sanitary services shall be three feet (3’), wall-of-pipe to wall-of-pipe.

    All sanitary sewers will be placed on the east and south sides of the street, opposite the water main, unless approved by the City Engineer.

    All sanitary sewers greater than fourteen inches (14”) in diameter will be owned and operated by the Fox Metro Water Reclamation District.

    Sanitary sewers outside of the right-of-way shall be placed within a minimum fifteen foot (15’) wide “City Easement”. Easements adjacent and parallel to a public right-of-way shall be at least ten feet (10’) wide.  Depending on the depth of the sewer, the easement may need to be larger.

  2. Sanitary Sewer Pipe Materials
    All sanitary sewer materials shall meet the latest Fox Metro Water Reclamation District material specifications. Pipe and fittings used in sanitary sewer construction shall be polyvinyl chloride (PVC) pipe. PVC pipe and fittings dated over one year old shall not be permitted for use. No glued joints shall be allowed.
    1. Poly Vinyl Chloride (PVC) Sewer Pipe and Fittings (ASTM - SDR series), conforming to ASTM Numbers D-1784, D-3034, D-3212, F-412, and F-477.
    2. Poly Vinyl Chloride (PVC) Pressure Rated Pipe and Fittings (ASTM - SDR series), conforming to ASTM Numbers D-1784, D-2241, D-3139, F-412 and F-477.
    3. Poly Vinyl Chloride (PVC) Pressure Rated Pipe and Fittings (AWWA DR-series) conforming to AWWA C-900, AWWA C-905, and ASTM Numbers D-1784, D-3139, F-412, and F-477.

      All PVC plastic pipe and fittings shall have a cell classification of 12454, as defined in ASTM D-1784, and shall have minimum pipe stiffness and the required Standard Dimension Ratio (SDR) or Dimension Ratio (DR) for PVC pipe.   Fittings shall be selected based upon the depth of cover per Fox Metro Water Reclamation District Specifications.
  3. Sanitary Sewer Testing
    All public sanitary sewers will be air tested by the Developer under the supervision of the City Engineer.   Additional testing may be required by Fox Metro Water Reclamation District.  All testing shall be at the Developer’s expense.

    A mandrel test shall be done for all sewer main constructed of PVC SDR 26 and SDR 21 pipe no sooner than thirty (30) days after backfilling. No mandrel test shall be required for DR 18 PVC pipe.  All testing shall be done in conformance with the “Standard Specifications for Water & Sewer Main Construction in Illinois”, current edition.

    Vacuum testing shall be required in accordance with Fox Metro Water Reclamation District standards. The District may require additional testing.  The vacuum test shall be performed after the frame is installed and adjusted to grade.

    One copy of the report for all testing shall be submitted to the City and Fox Metro Water Reclamation District prior to obtaining building permits.

C.  WATER SUPPLY

  1. General
    All work and material shall be in accordance with City ordinances and with current “Standard Specifications for Water & Sewer Main Construction in Illinois”, latest edition, and the American Water Works Association (AWWA). In case of conflict, the more stringent of the requirements shall apply.

    Trial water main shut downs will not be allowed.

    All appropriate parts shall be lead free and be stamped “NL”.

  2. Water Main
    Water mains shall be minimum eight inches (8”) internal diameter with a cover of five feet six inches (5’-6”) minimum below finished grade.

    Materials shall meet the following specifications.
    1. Ductile Iron Class 52 Zinc Coated Pipe, single gasket, double sealing pipe per AWWA C151/ANSI A21.51 latest edition with cement mortar lining per AWWA C104/ANSI 21.4 latest edition.  (Griffin, Clow, American Cast Iron Pipe Co., U.S. Pipe & Foundry or approved equal are required)
    2. The exterior of the ductile iron pipe shall be coated with arc-sprayed zinc.   The mass of zinc is to be 200 g/m2 of surface area.  A bituminous top coat shall be provided on top of the zinc.  Zinc coating shall meet ISO 8179, except where noted within the specifications.
    3. Ductile Iron Pipe joints shall conform to AWWA C111/A21.11, latest revision.   Unless otherwise approved by the City Engineer, Ductile Iron Pipe joints shall be of the push-on type.

      All water main shall be encased in V-Bio enhanced polyethylene encasement, or approved equal, in accordance with ANSI/AWWA C105/A21.5.
    Ductile iron pipe and the enhanced polyethylene encasement used to protect it shall be installed in accordance with AWWA C600 and ANSI/AWWA C105/A21.5.  Specifically, the wrap shall be overlapped one foot in each direction at joints and secured in place around the pipe.  Any wrap at tap locations shall be wrapped tightly prior to tapping and inspected for any needed repairs following the tap.

    City water mains and hydrants shall be placed on the north and west sides of the streets, unless otherwise approved by the City Engineer.  All public water mains shall be looped, unless otherwise approved by the City Engineer.

    Water mains shall be located so as to afford the maximum accessibility in the event that repairs are needed.  It is preferable to place water main in grassed areas, however placement in a parking lot is allowed, provided that repairs can be made throughout the length of the main and shall be located in a driving lane.   Water main shall be centered within a minimum of fifteen (15) foot wide easement.

  3. Fittings
    Fittings shall be cement-lined, tar-coated ductile iron with mechanical joints rated 250 psi per AWWA C110/ANSI 21.10, latest revision, or AWWA C153/A21.53, latest revision. Unless otherwise approved by the City Engineer, all fittings shall have mechanical joints conforming to AWWA C111/A21.11, latest revision. (Clow, Tyler, Union Foundry, or approved equal are required).  All nuts and bolts required for the installation of a fitting shall be stainless steel, Grade 304 bolts and Grade 316 nuts.

  4. Brass Wedges
    Brass wedges shall be installed per Section 41-2.05D of the Standard Specifications for Water & Sewer Main Construction in Illinois, dated 2014, as amended.

  5. Valves
    All gate valves shall be American Flow Control (AFC) Resilient Wedge Gate Valve, 2500 Series, or approved equal. Gate valves shall conform to ANSI/AWWA C-515-99, latest revision. Gate valves shall have mechanical joints and shall open in the counterclockwise direction.  All nuts and bolts shall be stainless steel, Grade 304 bolts and Grade 316 nuts.

    Valves shall be installed each second consecutive hydrant, at intersecting lines, and other locations as to limit the water services affected by the water main isolation to 12-15 services.  Valves shall be installed wherever the main enters or exits the right-of-way.  Valves shall be installed on each leg of the water main at each tee and cross fitting.

    Valves shall be installed on both sides of the water service for new critical facilities, including medical facilities, schools, day care facilities, food service establishments, and others as determined by the City Engineer.

    Valves shall also be installed at the water main on the fire suppression service.

  6. Valve Boxes
    CA-7 open graded stone shall be utilized to backfill around the outside of valve boxes, and below the valve to prevent mud from penetrating the valve box.

    All valves on the water main, including fire hydrant leads, shall be provided with an adjustable valve box, unless a valve vault is required. (They must be Tyler or an approved equal).

  7. Valve Vaults
    Valve vaults are required wherever pressure connections are made.   Four inch (4”) to eight inch (8”) valves require a forty-eight inch (48”) diameter vault.   All valves twelve inches (12”) and larger require a sixty inch (60”) diameter vault.   All vaults shall be precast concrete structures.  Frame and lids for valve vaults shall be Neenah R-1713, Type B.  For vaults on public water mains, “CITY OF AURORA” shall be cast in the lid.  For vaults on water services, “WATER” shall be cast in the lid.

  8. Pipe Restraint
    All tees, bends, fire hydrants, and valves shall be adequately blocked with poured-in-place thrust blocking, as detailed in Exhibit III-C-3 against undisturbed earth.

    In lieu of the above blocking, MEGALUG retainer gland Series 1100, as manufactured by EBBA Iron Inc., or approved equal, or stainless steel rods will be acceptable restraint for mechanical joints, in accordance with Exhibit III-C-8.  Set screw retainer glands are not an acceptable alternate.  If mechanical joints are restrained by MEGALUG glands or approved equal, the bell and spigot joints shall be restrained with MEGALUG Restraint Harness Series 1700, or approved equal, a distance either side of the fitting per Exhibit III-C-9 and III-C-10.  Locking gaskets will not be an acceptable alternative to restraining the bell and spigot joint.

    The mechanically restrained system must be inspected prior to backfilling to verify the minimum distances were constructed in accordance with the Specifications.  Should the system be backfilled prior to inspection, the restraint system will have to be excavated by the Contractor for inspection at no cost to the City of Aurora.

    All nuts and bolts used for the mechanical fitting and restraint systems shall be stainless steel, Grade 304 bolts and Grade 316 nuts.

  9. Fire Hydrants
    All hydrants shall be Waterous Pacer Model WB-67 (see Exhibit III-C-7).  Gate valves shall be installed in each fire hydrant lead with an “O” ring stuffing box.

    Fire hydrants shall be installed throughout the subdivision at each intersection and at intervals not exceeding the requirements of Ordinance No. 4418 and O81-5012, or three hundred feet (300’), whichever is more stringent.

    Fire hydrant coverage plan shall be approved by the City of Aurora Fire Marshal prior to approval of the Final Engineering plans and/or processing of the IEPA permit applications.

    Hydrant installation shall have a minimum five feet six inches (5’6”) depth of cover, six inch (6”) lead with resilient wedge gate valve, six inch (6”) mechanical joint shoe, breakaway traffic flange, pentagon nut and National Standard thread for fire service.

    Fire hydrants shall not be closer than fifty feet (50’) from any building, or as directed by the Fire Marshal.

    The centerline of the pumper nozzle shall be eighteen inches (18”) to twenty-two inches (22”) above the finished grade (sidewalk to curb) or above the ditch drain line.  Adjustment to grade shall be made with Waterous Pacer barrel extensions or with Grade-Lok offset anchor couplings.  Breakaway traffic flanges shall be adjusted up to grade level.

    The base elbow of a hydrant shall be properly thrust blocked and shall be provided with clean washed stone (CA-7) and covered with a five ounce (5 oz.) geotechnical, non-woven fabric.

    Fire hydrants shall be located on the property line, except at intersections, and shall be set two feet (2’) minimum and three feet (3’) maximum from the back-of-curb to the face of the pumper nozzle.  Where there is no curb and gutter, the face of the pumper nozzle shall be located five feet (5’) from the paved road edge.   All hydrants shall be oriented so the pumper nozzle faces the roadway directly.  All hydrants and any required adjustment fittings should receive one (1) coat of rustproof base federal safety red paint.

    Fire hydrants installed as part of a development shall have a permanent UV protected fiberglass flag installed on the hydrant such as Hydrafinder, as manufactured by RoDon Corporation, or approved equal.   The flag shall be five feet (5 ft) tall, three eighths inch (3/8”) diameter, laminar matrix fiberglass shaft with four (4) red reflective stripes, mounted on a chrome plated carbon steel spring mount that shall be bolted to the top flange of the hydrant.

    All nuts and bolts used for the mechanical fitting and restraint systems shall be stainless steel, Grade 304 bolts and Grade 316 nuts.

  10. Water Services
    Service connections materials and installation shall conform to ANSI/AWWA C800, latest revision.

    All domestic water services with a diameter less than three inches (3”) shall be constructed of Type K copper pipe of such diameter, as specified by City Ordinance, and in accordance with AWWA publication M-22 entitled, “Water Service Lines and Meters.”  Service line diameter is dependent upon peak water demand and meter distance from the main.   Minimum service diameter shall be one inch (1”).  All taps shall have a minimum of three feet (3’) of separation from wall of pipe to wall of pipe.

    For a Multi-Story apartment/condo residential building, a single water service will be allowed for the multiple units.  All other residential units will have an individual water service and water meter for each unit.  For example, a duplex shall have an individual service line from a looped water main for each unit.  A townhouse building shall have an individual service line from a looped water main for each townhouse.

    Services shall be equipped with corporation stop, curb stop, and buffalo box.  No joints shall be allowed between the corporation stop and curb stop, or between the curb stop and the meter unless otherwise approved by the City Engineer.   Curb stops shall be at a minimum five foot six inch (5’6”) depth of bury.  Curb boxes and buffalo boxes shall be set in the parkway on the center line of the property, approximately centered between the back of the sidewalk and the adjacent right-of-way line (see Exhibit III-C-6).  Except as permitted below, the underground water service pipe and the building sewer shall be not less than ten feet (10’) apart horizontally and shall be separated by undisturbed or compacted earth. The curb stop shall have a concrete block placed under it for support.

    When not part of a standard installation, curb stops/valves for water services shall be located as close to the connection to the water main as possible, yet not located in pavement.  Also, the curb stop/valve for water service shall be no closer than five feet (5’) from a building.

    Curb stops shall be Minneapolis pattern with flared connections conforming to ANSI/AWWA C800, and shall be the following brands, or approved equal:

    1. A.Y. McDonald 6104,
    2. Ford B22-444M, or
    3. Mueller H-15154 (1”).
    Buffalo boxes shall be five foot six inch (5’6”) bury Minneapolis pattern with minimum one and one quarter inch (1-1/4”) upper section equal to:

    1. A.Y. McDonald 5614, or
    2. Ford EM-55-56.
    (Buffalo box brands: Mueller, Star Pipe Products, Sigma/Nappco, Bingham & Taylor or approved equal)

    Where a fire suppression service is required, the domestic water service must be tapped off the fire suppression service within two feet (2’) of the RPZ on the fire suppression service line.  The domestic service may not be tapped off of a fire hydrant line or a dead end main.

    The installation of the water service shall meet the latest version of “Standard Specifications for Water & Sewer Main Construction in Illinois” and governing plumbing codes.  If the horizontal separation requirements cannot be met due to site specific conditions, the water service pipe may be placed in the same trench with the building drain or building sewer, provided the conditions listed below are met:

    1. The bottom of the water service pipe at all points shall be at least eighteen inches (18”) above the top of the sewer line at its highest point; and
    2. The water service pipe shall be placed on a solid shelf excavated at one (1) side of the common trench (see Exhibit III-C-2).
    All water services shall be installed with a minimum of five foot six inches (5’6”) of cover from finished grade.

    Redevelopment of a property with an existing lead water service shall include removal of the lead water service.

  11. Water Main Connections

    The Contractor shall make all taps including both domestic and fire service connections and water main pressure connections on main lines.  
    1. Tap Connections
      The Contractor shall provide all the appropriate fittings, valves, and structures.  The Contractor shall provide and install appropriate saddles for service connections.

      When made on Cast Iron Pipe or Asbestos Cement Pipe, the Contractor shall provide and install an epoxy/nylon body service saddle equal to Cascade model CNS2.  When made on PVC pipe, the Contractor shall provide and install a stainless steel service saddle equal to Cascade model CSC2 (Saddle Brands: CNS2 = Ford C202, Smith-Blair 317, JCM 406.   CSC2 = Ford FS303, Smith-Blair 372).  One inch (1”) taps made on Ductile Iron Pipe shall be direct and shall not require saddles.   Taps larger than one inch (1”) taps will require a saddle equal to above specification.  After the tap has been made and where the polyethylene wrap was opened, the polywrap shall be properly repaired with duct tape to reseal the opening.
    2. Depressurizing Existing Water Mains
      When allowed, depressurizing portions of the City of Aurora’s water distribution system must follow the procedure listed on Exhibit III-C-14.

    3. Pressure Connections
      All pressure connections shall be enclosed in a concrete vault.  The vault size shall be based on the valve size.  Three inch (3”) taps and greater shall be made through a resilient wedge tapping valve and a tapping sleeve.

      Pressure connections are allowed when the pipe to be tapped and the new pipe are the same size.  
      Tapping sleeves shall be Cascade CST-EX, Ford FTSS, JCM 422, or Powerseal 3490 heavy duty all stainless steel style conforming to MSS-SP112. Stainless steel sleeves shall be constructed entirely of T-304 stainless steel including flange, fasteners, and test plugs. Size-on-size tapping sleeves shall be ductile iron mechanical joint style conforming to ANSI/AWWA C110/A21.10.82. All sleeves shall be equipped with 3/4” test plugs to allow seal testing prior to tapping.  The Contractor shall install and seal test sleeves.   Seal test shall be at 100 psi air pressure or 150 psi hydrostatic pressure for duration of 3 minutes with no leaks. Taps shall not be made until the seal test is passed.  The Contractor will be responsible for any leaks on or at the tapping sleeve.  Ductile Iron Sleeve Brands:  Waterous/AFC, Clow, Mueller or approved equal).  Test plug shall be capped with a copper or brass cap.

      Tapping valves shall conform to ANSI/AWWA C-515 and shall have one flange connection with raised seat ring conforming to MSS-SP60 and one mechanical joint connection.  (Tapping Valve Brands:  Clow, Waterous, Mueller, Kennedy, U.S. Pipe & Foundry or approved equal).
  12. Water Main Disinfection Procedures
    The City’s current Water Main Disinfection Procedures shall be included on all plan sets.

    All ductile iron water main and services longer than one pipe length shall be pressure tested, preliminarily flushed, and chlorinated. 

    Pressure testing, preliminary flushing, and chlorinating the water main shall be conducted under the supervision of the City of Aurora’s Engineering Division or its designated representative.

    The Contractor shall notify the Engineering Division a minimum of forty eight (48) hours in advance regarding dates of pressure testing, preliminary flushing and chlorination appointments.

  13. Casing Pipe
    When a casing pipe is required, such as for a railroad or toll road crossing, refer to the Casing Pipe Exhibit III-C-13.  Casing pipe may only be used to meet the separation requirements of the Standard Specifications for Water & Sewer Main Construction in Illinois when no other alternative is feasible or practical.

D.  GRANULAR BACKFILL

All trenches caused by the construction of sewers, water mains, water service pipes, and the excavation around catch basins, manholes, inlets and other appurtenances that occur within the limits of existing or proposed pavements, driveways, bike/multi-use paths, sidewalks and curb and gutters, or where the edge of the trench shall be within two feet (2’) of said improvements, the trench shall be backfilled with compacted granular backfill as detailed in Exhibit III-A-1 and Exhibit III-C-1 herein.  The areas for trench backfill shall be shown on the engineering plans.

Granular backfill shall be compacted in place to ninety-five percent (95%) of maximum density at optimum moisture as determined by the Modified Standard Proctor Test.

E.  FINAL ADJUSTMENTS

All final adjustments of castings will be accomplished by the use of expanded polypropylene adjusting rings, such as Pro-Ring by Cretex, or approved equal; concrete adjusting rings and mortar joints will not be allowed.  Height of adjusting rings shall not exceed ten inches (10”) and the minimum adjusting ring thickness shall be two inches (2”).   Frames set in concrete are not permitted.  Metal or plastic shims will be used for fine adjustments of frames.

Adjusting rings shall be manufactured from black ARPRO Expanded Polypropylene 5000 series meeting ASTM D3575 and ASTM D48-1913; B6D7G4L3M24S2T17W7.  The rings shall be manufactured using a high compression molding process to produce a finished density of 120 g/l (7.5 pcf).  Grade adjustment rings may contain either an upper or lower keyway (tongue and groove) for vertical alignment and/or an adhesive trench on the underside with a flat top.  The grade adjustment rings shall be capable of supporting the minimum requirements of AASHTO M-306, H-25 and HS-25, be UV stable and be resistant to chemicals and corrosion commonly associated with the sanitary and storm sewer environments.

Sealant for expanded polypropylene adjusting rings shall be Cretex 28 oz. adhesive sealant in white, or approved equal.  The M-1 Structural Adhesive/Sealant, or equal, meeting the following specifications shall be used to set the rings as required in the manufacturer’s specifications:

  1. ASTM C-920, Type S, Grade NS, Class 25, Uses NT, T, M, G, A and O
  2. Federal Specification TT-S-00239-C Type II, Class A
  3. Corps of Engineers CRD-C-541, Type II, Class A
  4. Canadian Standards Board CA 19, 13-M82
  5. AAMA 802.3-08 Type II, AAMA 803.3-08 Type I and AAMA 805.2-08 Group C

All manholes and sanitary stubs shall be marked at the time of construction with a four inch (4”) by four inch (4”) hardwood post neatly installed vertically with a minimum three foot (3’) bury and a minimum four foot (4’) exposed. The top one foot (1’) of the post shall be neatly painted green for sewers.  All main line valve boxes, valve vaults, and buffalo boxes shall be marked at the time of construction with a four inch (4”) by four inch (4”) hardwood post neatly installed vertically with a minimum three foot (3’) bury and a minimum four foot (4’) exposed.  The top one foot (1’) of the post shall be neatly painted blue.

Public utilities in remote areas shall be permanently located with clearly labeled, PVC markers, subject to the approval of the City Engineer and the Superintendent of Water and Sewer Maintenance Department. The post marker shall be Flexstake EZ Drive as manufactured by RoDon Corporation, or approved equal. The post is an all-weather, color impregnated, UV stabilized, specially formulated polymer extrusion and the drive clamp is mild steel. The height shall be four feet (4’) above ground, three and one quarter inches (3 ¼”) wide. The marker installation requirement and location shall be determined on case-by-case basis.

All valves and buffalo boxes shall be located on the as-built plans with respect to the nearest fire hydrant.  e.g. X ft. North, Y ft. East of Hydrant #Z.

All sanitary service stubs shall be on the record plans and stub ends shall be measured with respect to the upstream manhole.

F.  SERVICE LINE ABANDONMENT

Water and sewer services shall be abandoned per Exhibits III-G-1, III-G-2, III-G-3, III-G-4, III-G-5.