• A brief description of the project location, site conditions, topographic conditions (on an approved vertical datum), and existing and proposed land use.
• A vicinity map and proposed land use plan which identifies proposed parcel boundaries, street locations, and lotting (if available).
• A description of the water system design criteria utilized.
  
• A figure which identifies the proposed and existing water system infrastructure, water service area, contour data, and pressure zone boundaries (if applicable).
  
• Anticipated water demands created by the development, domestic and fire supply.
  
• A description of the existing and proposed water system.
  
• A description, location within the project, and timeline of project phasing.
  
• Verification that adequate pressures and flows are available under anticipated peak demand conditions through the use of a hydraulic model (preferably WaterCAD).
  
• A figure which labels all junctions and pipes utilized in the hydraulic
  model. Proposed pipe diameters shall be labeled as well.
  
• Model output tables for average day, maximum day, peak hour, and maximum day plus fire flow conditions including discharge, velocity, head loss gradient per foot, and residual pressure for both residential and commercial use, if any. Refer to Paragraph A of Section III for requirements.

• Water main stationing and offset for all bends.
  
• Signature approval block for the appropriate water utility provider on the cover   sheet.
  
• Benchmark and datum information.
  
• Profiles for all dip sections which include station and elevation of the conflict,   station and elevation of all vertical bends, length of ductile iron pipe and   appropriate restraining lengths per MAG 303-1 & 2.
  
• GWR standard water notes.
  
• Existing and proposed ground elevations at the centerline of the water main.
  
• Locations and sizes of water service lines and meter locations.
  
• Identification of pipe crossings showing proposed separation.
  
• Identification of existing and proposed utility locations.
  
• Identification and dimensions of easements and right-of-ways.
  
• Both water and sewer in plan and profile with a scale of 1”= 40’ horizontal and   1”= 4’ vertical. Only water lines 12” and larger need to be shown in profile,   except when smaller lines are in conflict with other utilities and   require vertical realignment.

• A pre-design meeting between the developer, engineer, GWR, and the local governing authority.
• An onsite pre-construction meeting between the contractor, the GWR inspector, and the   local governing authority.

• All installed facilities have been inspected, tested, and approved.
  
• A copy of all test reports, including trench compaction tests, and inspections has been provided to GWR.
  
• All punchlist items required by the GWR inspector have been addressed.
  
• Sealed as-built drawings (by the Engineer of Record or a Registered Land Surveyor) have been submitted to and approved by GWR.
  
• A signed ADEQ “Certificate of Approval of Construction” has been provided to GWR.
  
• Developer has furnished copies of the contract, copies of all checks paid to the Contractor, and UNCONDITIONAL LIEN WAIVERS from the Contractor.
  
• Any other outstanding issues.

• 30% of the maximum day demand plus a fire flow reserve.


• Average daily demand during the peak month minus firm well production capacity in accordance with AAC R18-5-503.

• Maximum day demand plus fire flow.
  
• Peak hour demand.

• Variable frequency drives (VFD) with an air conditioned enclosure.
  
• Backup power supply with a fuel reserve adequate for a 12 hour runtime.
  
• Disinfection facilities.
  
• Hydropneumatic tank with a pad mounted air compressor and automatic level control.
  
• Flow metering with a valved bypass assembly.
  
• Telemetry and control system integrated to GWR SCADA systems.
  
• Six foot high perimeter masonry wall with a 12 foot access gate.
  
• Isolation and silent type check valves for each pump assembly.
  
• Instrumentation (pressure gauges, flow switches, etc) satisfactory to GWR.

• 16 inch water mains are required on one mile alignments (typically on section lines). No   water services shall be allowed on 16 inch water mains.
  
• 12 inch water mains are required on half-mile alignments.
  
• All internal water mains shall be looped 8 inch lines (with the exception of 6 inch fire   hydrant connections).
  
• Fire hydrants shall be located at the end of all permanent dead end water lines. Caps   with blowoffs as a substitute for fire hydrants are not acceptable.

A higher design internal working pressure may be required to account for the occurrence of water hammer.

Joints shall be restrained when necessary in accordance with MAG Standards. Field Lok 350 Gasket Joint Restraint shall be used for DIP. At a minimum, restrained joints shall be provided at all bends, tees, reducers, line valves, and dead ends. Concrete thrust blocks as a substitute to restrained joints are not acceptable unless otherwise approved by GWR.

In general, 8 inch water mains on local streets shall be located on the north and east sides of the right-of-way a minimum of 1.5 feet behind the sidewalk. Arterial and collector water mains shall be located on the north and east sides of the right-of-way per GWR standard detail No. 404. All water mains less than 12 inches in diameter shall have a minimum cover of 3 feet over the top of pipe from finished grade. All water mains 12 inches and larger shall have a minimum cover of 4 feet over the top of pipe from finished grade.

All water lines shall be marked with locator tape (blue in color). The tape shall be located within the water main trench approximately 1 foot above the pipe. All DIP shall be wrapped with polyethylene material (encasement) per AWWA C105 and MAG standards. The encasement material shall be blue in color for potable water mains.

Allowable deflections are as follows:

* Note: Deflection at the joint of PVC water mains 12 inches or less is not allowed. The curve shall be accomplished by bending the pipe rather than deflecting the joints. There shall be no deflection in the joints upon completion to avoid over-stressing the bell and preventing possible breakage and/or leaks.

If deflection criteria can not be met, an appropriate fitting shall be installed.

In the event that minimum horizontal and/or vertical separation requirements cannot be met between water and sewer, the water main shall be constructed of restrained joint DIP or both the water and sewer shall be concrete encased in accordance with MAG 404–1 and 2.

D. Valving

The maximum spacing of water distribution system isolation valves shall be 500 feet. Isolation valves located on transmission mains with no services shall be located no more than 1,500 feet apart. Isolation valving shall also be provided for hydrant branches, wash crossings, railroad crossings, and major highway crossings.

At water main intersections, the minimum number of valves required shall be one less than the total number of water lines. At the discretion of GWR, the total number of valves required may be equal to the total number of water lines.

All valves shall conform to MAG specifications. All 12 inch and smaller isolation valves shall be resilient wedge gate valves. Isolation valves 16 inches and larger shall be either gate valves or butterfly valves.

Valves shall not be located in sidewalks, curbs, or driveways. Contractor shall furnish one valve key of suitable length for all valves prior to final acceptance. Valves greater than 5 feet in depth shall be provided with extensions.

Air release and vacuum/air relief valves shall be provided at all water system high points in accordance with MAG Section 630.6 and shall be constructed in accordance with GWR standards.

Pressure reducing valves (PRV) may be required to maintain pressure within acceptable ranges within the distribution system. Sizing of the PRV shall be based on manufacturer’s recommendations and anticipated design flow.

E. Fire Hydrants

All fire hydrants shall conform to GWR Detail No. 360. Refer to the fire hydrant detail for the elevation of the hydrant flange. Within Pinal County service areas, all hydrants shall be CLOW MEDALLION with a minimum of 3 foot bury depth, 5-1/4 inch main valve opening, one 4-1/2 inch NST pumper connection, and two 2-1/2 inch NST hoseconnections. No substitutions are allowed. Fire hydrants within service areas outside of Pinal County shall be in accordance with the local fire authority.

All hydrant connections shall be constructed of restrained DIP. Hydrants in residential areas shall be installed with the 4-1/2 inch pumper nozzle facing the sidewalk or curb.

The spacing of fire hydrants shall not be more than 800 feet unless a shorter distance is required by the local fire authority.

Fire hydrants shall be placed at the end of all dead end lines (with no plans for future extensions) for flushing purposes. Capped dead end lines which will be extended in the future may be tapped with a flushing device per MAG standard detail 390-B in lieu of a fire hydrant.

F. Service Lines

Water service lines shall be Type K soft copper tubing with no splices in the service lines between the main and the meter. Minimum cover for water service lines shall be 30 inches.

Service saddles for PVC water main shall be wide-strap full circle bronze as manufactured by Mueller Model H-13000 or an equal approved by GWR. For both single and double services, the saddle shall be 1 inch with a 1 inch corporation stop. Adjacent service saddles shall be a minimum of 18” apart on the main line.

The water meter box location and specification shall be per GWR detail 310. The meter box shall not be located in concrete or paved areas. The meter box shall be level with the top of the box 2 inches above finished grade or 1 inch above the adjacent sidewalk. The water meter box shall be installed to open on the street side to facilitate readings.

All commercial facilities shall have their own service connection and meter. Backflow prevention assemblies will be required for all commercial building potable water connections, landscape, fire sprinkler and any area where the possibility of an unprotected cross connection is possible per AAC R18-4-115.

Within Pinal County only, meters shall be sized based on the total fixture count in accordance with the International Plumbing Code (IPC), 2000. For areas outside of Pinal County, contact GWR for requirements. Two methods for sizing meters are provided in the IPC Section 604 and Appendix E. Meter sizing is the responsibility of the builder’s engineer.

A ¾ inch x ¾ inch meter is typically the maximum size recommended for residential use.
It shall be the responsibility of the builders engineer to notify GWR when a larger meter is required (i.e. for sprinkled homes). All water meters shall be manufactured by AMCO and shall only be acquired through GWR.

Water service connections shall not be made into water mains 14 inches and larger or into lines designated as transmission mains by GWR.

Any residential or commercial property where the static pressure exceeds 80 psi shall require individual PRV’s on the service line. The PRV shall be located on the customer side of the meter and shall not be the responsibility of GWR. The PRV shall require a separate meter box and cover supplied by the builder.

G. Easements

All water mains shall be located within street right-of-way, within a dedicated easement, or within tracts designated for utilities. All PUE’s shall be shown on the final plat.

Dedicated easements shall be a minimum width of 16 feet for water mains less than 12 inches in diameter and shall be a minimum of 20 feet for water mains 12 inches in diameter and larger. The easement requirements are based on water mains with less than 8 feet of cover. Water mains with greater than 8 feet in cover shall be evaluated on an individual basis by GWR. If parallel water and sewer mains are to be located within the same easement, the easement width shall be based on sewer depth as follows:

Parallel Sewer Depth	Easement Width
Less than 15 feet	25 feet
Greater than 15 feet	30 feet

In no case shall a water main be located within 5 feet of a property line, easement line, masonry block wall footing or within 10 feet of a building foundation.

Easements shall be free of obstructions and easily accessible to GWR. No permanent structures shall be located within the easement. Trees shall not be planted within 10 feet of any water main. Valves, valve boxes, blowoffs, etc. shall not be located within storm water retention basins.

H. Testing and Disinfection Requirements

Water lines shall be pressure and leakage tested in accordance with MAG Section 610.14. Water lines shall be disinfected per ADEQ Engineering Bulletin No. 8 or AWWA C651- 86. Copies of all test result shall be given to the GWR inspector.

• Demands for residential development shall be equal to:
  
  o Average day demand = 250 gpd per dwelling unit
  o Maximum day demand = 495 gpd per dwelling unit.
  o Peak hour demand = 841 gpd (0.584 gpm) per dwelling unit.
  
  
• The average day demand for commercial facilities shall be based on 0.125 gallons per square foot of building area. For master planning purposes, it shall be assumed that the building area occupies 50% of the total commercial land area to account for open space and parking. Accordingly, the average day demand shall be equal to 2,800 gpd per acre of commercial property. Contact GWR for high water use operations such as restaurants, car washes, etc.
  
• The average day demand for a school facility shall be based upon 50 gallons per day per student.
  
• Parks and open space tracts shall be assumed to create an average day water demand equal to 1,800 gpd per acre.

The maximum day flow shall be equal to 1.8 times the average day flow with a 10% allowance. Consequently, the maximum day flow shall be equal to 1.98 times the average day flow. The peak hour flow shall be equal to 1.7 times the maximum day flow.

For preliminary design only, a density of 3.5 dwelling units per acre shall be utilized for single family residential properties without a land use plan. Final design shall be based on the actual density.

B. Pressure Requirements

Working pressures within the distribution system shall be between 40 and 80 psi. System
pressure shall not drop below 40 psi at any point within the distribution system during
peak hour demand. The minimum allowable pressure under maximum day demand plus
fire flow conditions is 20 psi.

C. Fire Flow Requirements

Fire flow requirements shall be in accordance with the local fire department authority. At a minimum, the water system shall be designed to deliver a fire flow of 1,000 gpm for 2 hours without reducing the system to below 20 psi residual pressure.

D. Network Analysis

The network analysis for the distribution system shall be analyzed utilizing a hydraulic model such as WaterCAD. A model shall be constructed to demonstrate that the proposed system meets the design guidelines established by GWR. Flow conditions shall be analyzed for average day, maximum day, peak hour, and maximum day plus fire flow.

Input parameters to the model shall include a Hazen-Williams coefficient (C) equal to 130.

The model output shall demonstrate that the water system meets the following criteria:

• Under the maximum day scenario, the velocity shall not exceed 5 fps and the head loss gradient shall not exceed 6 feet per 1,000 feet of pipe.
  
• Under the peak hour scenario, the velocity shall not exceed 6 fps and the head loss gradient shall not exceed 8 feet per 1,000 feet of pipe.
  
• Under the maximum day plus fire flow scenario, the velocity shall not exceed 8 fps.
  
• All dead-end cul-de-sacs shall be served with a minimum 8 inch diameter line.

GLOBAL WATER RESOURCES, L.L.C.
WASTEWATER SYSTEM STANDARDS

• A brief description of the project location, site conditions, topographic conditions (on an approved vertical datum), and existing and proposed land use.
  
• A vicinity map and proposed land use plan.
  
• A description of the wastewater system design criteria utilized.
  
• A map which identifies the proposed wastewater infrastructure and the wastewater service area with contour data, both existing and proposed.
  
• Anticipated wastewater flows generated within the development.
  
• A description of the existing and proposed wastewater system.
  
• A description and timeline of project phasing.
  
• A spreadsheet which summarizes the upstream and downstream nodes, service acreage, number of dwelling units served, average and peak flows, lengths, slopes, inverts, diameters, ground elevations, pipe capacity, percentage of pipe capacity utilized, and peak daily flow velocity for each sewer segment.

• Sewer stationing and offset.
  
• Signature approval block for the appropriate wastewater utility provider.
  
• Benchmark and datum information.
  
• Plan view and profile format.
  
• GWR standard sewer notes (located in Appendix B).
  
• Existing and proposed ground elevations at the centerline of the sewer.
  
• Locations and sizes of sewer service lines per GWR details 404 and 440.
  
• Slope, length, and invert elevation of main lines, manholes and stubs for future extensions.
  
• Identification of pipe crossings and proposed separations.
  
• Identification of existing utility locations.
  
• Identification and dimensions of easements and right-of-ways.
  
• Both water and sewer in plan and profile with a scale of 1”= 40’ horizontal and 1”= 4’ vertical. Only water lines 12” and larger need to be shown in profile, except when smaller lines are in conflict with other utilities and require vertical realignment.

• A pre-design meeting between the developer, engineer, GWR, and the local governing authority.
  
• An onsite pre-construction meeting between the contractor, the GWR inspector, and the local governing authority.
  

• All installed facilities have been inspected, tested, and approved.
  
• A video survey of the entire infrastructure has been completed and approved by GWR.
  
• A copy of all test reports, including trench compaction tests, and inspections has been provided to GWR.
  
• All punchlist items required by the GWR inspector have been addressed.
  
• Sealed as-built drawings (by the Engineer of Record or Registered Land Surveyor) have been submitted to and approved by GWR.
  
• A signed ADEQ “Certificate of Approval of Construction” has been provided to GWR.
  
• Developer has furnished copies of the contract, copies of all checks paid to the Contractor, and UNCONDITIONAL LIEN WAIVERS from the Contractor.
  
• Any other outstanding issues
  

• Sewers 15 inches in diameter and smaller shall be polyvinyl chloride (PVC) SDR- 35 or ductile iron (DIP).
• Sewers larger than 15 inches in diameter shall be PVC, DIP, high density polyethylene (HDPE), or fiberglass reinforced polymer mortar (FRPM)
.
• All building and house service connections shall be PVC, minimum 4 inches in diameter.

• Residential flows shall be based upon 234 gpd per dwelling unit and a dry peaking factor based upon tributary population in accordance with Table 1 of AAC R-18-9- E301.D.1.a.
  
• Commercial average day flows shall be based on 0.10 gallons per square foot of building area. For master planning purposes, it shall be assumed that the building area occupies 50% of the total commercial land area to account for open space and parking. Accordingly, the average day flow shall be equal to 2,200 gpd per acre of commercial property. The commercial peak flow shall be equal to 2.0 x average day flow.
  
• School average day flows shall be based upon 25 gallons per day (10 hour day) per student with a peaking factor of 2.0 x average day flow.
  
• Open space tracts shall be assumed to generate no wastewater flow.

APPENDIX A
FLOW CHART FOR REQUEST AND APPROVAL
OF WATER AND WASTEWATER SERVICE