HomeMy WebLinkAboutResolution 2004-084 2004 update of the potable water master plan MARANA RESOLUTION NO. 2004-84
RELATING TO WATER SERVICE; APPROVING AND AUTHORIZING THE 2004 UPDATE
OF THE TOWN OF MARANA POTABLE WATER MASTER PLAN.
WHEREAS, the Marana Municipal Water System utilizes the Potable Water Master Plan as
the key guidance document to identify the capital components required for both existing and future
customers; and
WHEREAS, the Plan identifies current conditions and population projections, and projected
buiid out as defined by Town staff s most current version of the Marana General Plan; and
WHEREAS, the Plan in its provision for a distribution system that has the flexibility to
accept water from treated potable water sources as well as from its existing well systems; and
WHEREAS, the goal of the Town is to pian for the future development and construction of
adequately sized, integrated infrastructure for future customers as the Town grows, the Plan provides
a plan for system integration and reliability, and charts the appropriate fees to accommodate the
long-term infrastructure development requirements of the utility; and
WHEREAS, the Mayor and Council find that the terms and conditions of the Master Pian aze
in the best interest of the Town.
NOW, THEREFORE, BE IT RESOLVED BY THE MAYOR AND COLTNCIL OF THE
TOWN OF MARANA, ARIZONA, AS FOLLOWS:
SECTION 1. The 2004 Update of the Town of Marana Potable Water Master Plan, attached
as E~ibit A to and incorporated here by this reference, is hereby authorized and approved.
SECTION 2. The Mayor is hereby authorized and directed to execute, and the Town Clerk
in hereby authorized and directed to attest to, said Exhibit A for and on behalf of the Town of
Marana.
SECTION 3. The various Town officers and employees are authorized and directed to
perform all acts necessary or desirable to give effect to this resolution.
PASSED AND ADOPTED BY THE MAYOR AND COUNCIL OF THE TOWN OF
MARANA, ARIZONA, this 15`h day of June, 2004.
Mayo o by utton, Jr.
ATTEST:
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TOWN OF MARANA POTi4BLE WATER MASTER PtAN - 2004 FINAL DRAFf 05/2004
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TABLE OF CONTENTS
CHAPTER 1- WATER SYSTEM 4VERVIEW ..................................................................................1-1
l.l Introductian ..........................................................................................................................1-1
1.2 Define Key Issues .............1-2
1.3 Water System Planning Horizon l-2
1.4 Limits of Water Service Area l-2
1.5 Water Resources and Development .......................................................................................1-2
1.6 Water Quality Regulations ....................................................................................................1-3
1.7 System Improvements for Existing Customers ......................................................................1-3
1.8 System Improvemerrts for Growth l-4
CHAPTER 2 - REGULATORY REQUIREIVIENTS ............................................................................2-1
2.1 Federal Requirements ............................................................................................................2-1
~ 2.1.1 Safe Drixiking Water Act (SDWA) .........................................................._.........,..........2-1
2.1.2 Public Health Security and Bioterrorism Preparedness and Response Act .....................2-i
2.2 State Requirements ...............................................................................................................2-2
22.1 Arizona Department of Environmental Quality (ADEQ) ..............................................2-2
2.2.1.1 Pressure Requirements ..........................................................................................2-2
2.2.1.2 Regulatory Storage Requireme~ts .....................~----.................,..............................2-3
2.21.3 Backflow Requirements .........................................................................................2-3
2.2.1.4 Emergency Operations Plan ..................................:................................................2-3
2.2.1.5 Clean Water Act - National Pollutant Dischaxge Elimination System (NPDES) /
Arizona Pollutant ~ischarge Elimination System (AZPDES) .................................2-4
22.2 Arizona Department of Water Resources {ADWR) ......................................................2-5
2.2.2.1 Groundwater Management Code ...........................................................................2-5
2.22.2, Active Managemexrt Areas (AMAs) .......................................................................2-5
2.2.2.3 ConservationRequirements ....................................................................•---.....,.....2-6
2.2.2.4 Assured Water Supply {AWS) ...............................................................................2-7
2.2.2.5 Groundwater Rights in AMAs .................2-8
2.3 L4cal Requiremerrts ..............................................................................................................2-8
2.3.1 Town of Marana Water Policies ...................................................................................2-9
2.32 Water Utility Code . . ,....,.........,2-9
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2.3.3 Water Rates and Other Fees f~ ~ R ,Y ...2-9
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TOWN QF MARANA POTABLE WATER MASfER PLAN - 2~4 FlNAL DRAFT 05 2~4
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CHAPTE~ 3- WATER SYSTEM DEVEL4PMEN'T POLICIES ........................................................3-1
3.1 Non-patable Wa#er Systzm Polic}= .........................................................................................3-1
3.2 Fire Flow Policy ...................................................................................................................3-1
3.3 Storage Capacity Requirements .............................................................................................3-3
3.4 System Pressure Itequirements ........................~...................._................................................3-3
3.5 Looped Water Transmission Systems ....................................................................................3-4
3.6 Backup Generators ................................................................................................................3-5
3.7 SCADA Policy .....................................................................................................................3-5
3.8 Water Quality Control Policy ................................................................................................3-5
3.9 Valve and Pump Facility Maintenance Policy ........................................................................3-5
3.10 Land Acquisition Policy ........................................................................................................3-6
3.11 Existing Systern Upgrade Policy ...........................................................................................3-6
312 Oversized Itefund and Credit Policy ......................................................................................3-7
3.13 Water System Development and Financing Policy .................................................................3-7
~ 3.14 Project Prioritization Poiicy 3-8
3.15 Water Utility Construction Standards Policy .........................................................................3-9
3.16 Protected Main Policy . .......,......................3-9
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CHAPTER 4- EXIS'ITNG SYSTEM ANALYSIS ................................................................................4-1
4.1. Existing Water System ............................................................................................................4-1
4.1.1. Existing Groundwater Well Capacity Summary .............................................................4-4
4.1.2. E~isting Reservoir and Booster Station Capacity Summary ............................................4-4
42. E~sting System Design Criteria........--•-• .................................................................................4-7
4.2.1. Demand .........................................................................................................................4-7
4.2.2. Supply ...........................................................................................................................4-8
4.2.3. Storage ..........................................................................................................................4-8
4.2.4. Distribution System ......,.................4-8
4.3. Existing System Demands .......................................................................................................4-8
4.4. Existing System Requirements
..............................................................4-9
4.4.1. Wells ................................................4-9
4.4.2. Storage .....................................................................4-10
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4.5. Existing'System Capital Improvement Recommendations ...........................:.........................4-11
4.5.1. Cortaro Ranch-Oshrin Area .........................................................................................4-12
4.5.2. Airline-Lambert System ...............................................................................................4-12
~ 4.5.3. La Puerta ................................................~......,,..............,_.................~..........................4-12
4.5.4. Pa1o Verde ......................_............................................................................................4-12
TOWN OF MARANA POTABLE WATER MASTER PLAN - 2004 FINAL DRAFf Q5J2004
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CHAPTER4-TABLES
Table 4.1. Connections Summary ..................................................................................................4-1
Table 4.2, Equivalerrt DuTelling Unit Meter Factors ........................................................................4-2
Tabl~ 4.3. TMWS Pressure Zone Boundaries .................................................................................4-3
Table 4.4. E~isting We11 Summary ...................,.....................................,......................................4-~t
Table 4.5. E~sting Reservoir Summary .........................................................................................4-5
Table 4.6. Existing Booster Sta#ion Surnmary ................................................................................4-6
Table 4.7. Existing Service Area Capacity Summary .....................................................................4-7
Table 4.8. E~sting Waxer Usage Summary ....................................................................................4-9
Table 4.9. E~~isting Well Capacity Requirements .........................................................................4-10
Table 4.10. Existing Reservoir Capa.city Requirements ................................................................4-l l
CHAPTER 4 - FIGURES
Figure 1, Palo Verde Service Area Information
Figure 2. CortarolOshrin Service Area Information
Figure 3. North Pvlarana Service Area Information
Figure 4. Hartman Vistas Service Area Information
Figure 5. Picture Rocks/Continental ReservelSprings Service Area Information
Figure 6. Airport Service Area Information
Figure 7. Airline/Lainbert Service Area Information
Figure 8. Falstaff Flats Service Area. Information
Figure 9. La Puerta Service Area. Information
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CHAPTER 5- FIJ'TURE SYS'TEM ANALYSIS ...................................................................................5-1
5.1. Population Projections .....................~--~--.................................................................................5-1
5.2. Future System Demands ................................................................:........................................5-2
5.3. Future System Sizing and Requirements .................................................................................5-4
5.4. Future System Capital Improvement Recommendations 5-4
5.4.1. Continental Reserve/Picture Rocks/Springs ....................................................................5-4
5.4.2. Hartnian-Cortaro Area ...................................................................................................5-4
5.4.3. North Marana Service Area ...........................................................................................5-5
CHAPTERS-TABLES
Table 5-1. .5-1
Table 5-2 . .....................................................................................................................................5-2
Table 5-3. Buildout Water Usage Summary ...................................................................................5-3
Table 5-4. Future Waxer Usage Projections ....................................................................................5-3
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CHAPTER 6- INFRASTRUCTURE COST PROJECTIONS ......................~.......................................6-1
6.1. Cost Projection Assumptions and Criteria ...............................................................................6-~
6.1.1. Installation df 4-inch Water Mains .................................................................................6-1
6.1.2. Installation of 6-inch Water Mains . . . 6-1
6.1.3. Installation of 8-inch Water Mains .................................................................................6-1
6.1.4. Installation of 12-inch Water Mains ...............................................................................6-2
6.1.5. Installation of 16-inch Water Mains ...............................................................................6-2
6.1.6. Installation of Reservoirs ...............................................................................................6-2
6.1.7. Well Installation ............................................................................................................6-2
6.1.8. Booster Stations ...............................................:.............................................................6-2
6.1.9. Engineering and Contingencies ......................................................................................6-3
CHAPTER 7 - IMPLEMENTA'I'ION ......................................~--~--.......................................................7-1
7.1. Introduction ............................................................................................................................7-1
7.2. Existing System Capital Improvements ...................................................................................7-1
7.3. Source and Storage Evaluation ................................................................................................7-1
7.4. Connection Fees and Rates ........................................................................................:............7-3
7.5. Equivalent Dwelling Unit Requirements .................................................................................7-3
~ CHAPTEI~ 7 - TABLES
Table 7.1. E~sting Storage Evaluation ..........................................................................................7-3
Table 7.2. E~sting Source Evaluation ...........................................................................................7-3
Table 7.3. Facility Hookup Fee Schedule .......................................................................................7-4
LIST OF EXHIBITS
Eachibit 1. Town of Marana Water Infrastructure Planning Base Map
E~ibit 2. Water Service Zone Base Map
E~ibit 3. North Marana System Integration Plan
Exhibit 4. Hartrnan/Cortaro System Integration Plan
Exhibit 5. Picture Rocks/Continental ReservelSprings System Integration Plan
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LIST t)P ACRONYMS
AAC Arizona Administrative Code
ACC Arizona Corporation Commission
ADD Average Daily Demand
ADEQ Arizona Department of Environmental Quality
ADOSH Arizona. Division of Occupational Safety and Health
ADWR Arizona Department of Water Resources
AF acre feet
AMA Active Management Area
ARS Arizona Revised Statutes
AWRDF Alternative Water Resources Development Fee
AWS Assured Water Supply
AWWA
AZPDES Arizona Pollutant Discharge Elimination System
BMP Best Management Pract~ce
BOR Bureau of Reclaination
CAGRD Central Arizona Groundwater Replenishment District
CAP Central Arizona Project
CAWCD Central Arizona Water Conservation District
~ CC&N Certificate of Convenience & Necessity
cfu colony forming units
CIP Capital Improvements Program
CDO Canada. del Oro
CWA Clean Water Act
DWR Department of Water Resources
EDU equivaleut dwelling units
EPA Environmental Protection Agency
GIS geographic information system
GPAD Gallons Per Acre Per Day
GPCD Gallons Per Capital Per Day
gpm gallons per minute
IPC International Plumbing Code
lf linea.l feet
MCL Maximum Contaminant Level
MDWID Metropolitan Domestic Water Improvement District
mgd million gallons per day
NPDES National Pollutant Discharge Eliminaxion System
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TOWN OF MARANA POTABLE WATER MASTER PLAN - 2004 FINAL DRAFF 05/2~4 ~A
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~ OSHA Occu ational Saf and Health Administration
PAD Planned Area Development
PAG Pima Association of Governments
PCB Pol_ychlorina~ted Byphenols
PCDEQ Pima County Department of Environmental Quality
PDD Peak Day Demand
PHSBPRA Public Heahh Security and Bioterrorism Preparedness and Response Act
POE PoiuL of Entry
ppb parts per billion
PRV Pressure ~teducing Va1ve
Pri-MCL Prima,ry Maxunum Contaminant Levels
psi pounds per square inch
PPdu
RTU remote terminal units
SCADA Signal Conditioning and Data Acquisition
SDWA Safe Drinking Water Act
SARWMS Southem Arizona Resource Water Management System
SMCL Secondary Maximum Contaminant Level
TAC Technical Advisory Committee
~ TMWS Town of Marana Municipal Water System
TOM Town of Mazana
ITFC Uniform Fire Code
UPC Uniform Plumbing Code
WHP Wellhead Protection Program
WUC Water Utility Commission
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CHAPTER 1
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TOWN ~ MARANA POTABLE WATER MASTER PLAN - 2(~4 FINAL DRAFT 5i2004 " '
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TAB~E OF CONTENTS
CHAP'I'ER 1- WA'I'ER SYS'TEM OVERVIEW ...................:.................................................•---............1
l.l introduction ........................................................................................................~.............,.....1
1.2 Define Key Issues ...................................................................................................................2
1.3 Water System Planning Horiwn ..............................................................................................2
1.4 Limits of Water Service Area ..........................................~._.....................................................2
1.5 Water Resources and Development .........................................................................................2
1.6 Water Quality Regulations ......................................................................................................3
1.7 System Improvements for E~sting Custorners ........................................................................3
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1. 8 System Improvemexrts for Growth . . . . . . . . . . . . 4
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TOWN OF MARANA POTABLE WATER MASTER PLAN - 2004 FINAL DRAFf 5/2004
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CHAPTER 1- WATER SYSTEM OVERVIEW
1.1 INTRODUCTiON
The Town of Marana Municipal Water System (TMWS) is a municipal water utility, which serves
appro~mately 2,100 residential and commercial customers and is located primarily within tlie corporaxe
limits of the Town of Marana (TOI~. The projected water service area will expand to include
approximately 66,000 acres, covering the majority of the TOM's developable area.
The Potable Water Master Plan is the key guidance document for the utility to ideYttify the capital
~ components required for both existing and future customers. It is essential to rnake a distinction between
these two elements, as it is the policy of the TOM for new growth and development to pay for itsel£ This
places the financial burden of growth and rela.ted infrastructure on future customers. Th7s Master Plan
will provide the pla.nning and capital cost data required for the TMWS to evaluate its connection fee
methods, and provide the required data and tools for the TMWS to negotiate future development
agreements.
Another gaal of this Master Plan is to identify and define key policy issues and present a plan to
~ effectively manage these issues. This goal will be accoinplished by defining the key water system
planning elements that are most important to the TOM, evaluating the existing system for service and
upgrade reqnirements, and planning the infrastructure to provide appropriate service to the ~panding
cc>rrimunity.
The approach to the Master Plan is first to e~mine the curreirt regulatory environment and identify the
regulatory constraints to which the utility must adhere. After the regulatory requirements are identified,
the water system policies are presented. These policies include the def~inition of water service area, the
planning horizon e~ected for this report, the criteria used for infrasfiructure development, and the growth
projections used to develop this planning document. The TMWS has generally implemented policies
which exceed the minimum standard of service for potable water as required by law. An e~rtensive
c~rdination effort with the TOM Planning and Zoning Depariment allowed for the updating of existing
land uses and populaxion projections throughout the TOM and its proposed service area. The information
has been compiled to evaluate existing system infrastructure. Using the system infrastructure capacity
requireme~ts, a comprehensive water system plan has been provided wluch defines capital improvemeirts
required to improve the existing potable vvater system. Cost opinions for projected infrastructure have
been developed and an implementation plan for the construction of the recommended improvements
provided.
~ As with all planning documents, this docume~t is intended to be a tool thax is flexible and fluid and is
subject to change as growth patterns and infrastructure requirements change. Updates to the Potable
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TOWN OF MARANA POTABLE WATER MASTER PLAN - 2004 FINAL DRAFf 5J2004 ~
~ Water Master Plan should be often ar as needed based upon the new planning constraints that the Town
will face in the fttture. This Master Plan should be considered an update of tl~e Town af Marana's
original Master Plan, datetl June 24, 1998.
1.2 DEFINE KEY ISSUES
The development of a Master Plan requires defining key issues and policies early in the planning process.
These key issues and policies, and tlieir initial assumptions, ultirnately d~ne the water system facility
projectians. Said policies dictate the required water system layout, facility sizing, reliability, and costs of
the required infrastructure. The existing policies of the TMVITS have been re-evaluated throughout
, developmexrt of the Master Plan. The Master Plan infrastructure sizing and cast estimate sections, as
well as comparisons with other local water companies of similar nature, wi11 help in evaluating these
issues.
1.3 WATER SYSTEM PLANNING HORIZON
The planning horizon for this document is 5 years, 10 years, and ultimate build out. The Master Plan will
idernify current conditions and population projections for the years 2008, 2Q13, and projected build out as
~ defined by TOM's staff most current version of the Marana General Plan. This timeframe is consistent
with the planning horizons defined by Marana planning process. Population projections and demands
will be projected on a town-wide service area basis. These projections allow for the development of a
capital improvement program and the phasing of required infrastructure.
1.4 LiMITS OF WATER SERYICE AREA
In addition to the TMWS serving the Town of Marana, other water providers have service areas within
the Town or the ultimate boundaries of the Town. The current service areas of the TMWS and these other
providers are shown on Exhibit 1. The projected Town limits generally e~end from the Pina1 County line
on the north, Shannon Road on the eas~t, Sunset Raad on the south, and Avra Va11ey Road on the west
(E~ibit 1).
1.5 WATER RESOURCES AND DEVELOPMENT
The TMWS currerxtly relies solely on groundwater supplies for its production water source. The existing
well fields lie primarily within the Santa Cruz basin. The development af wells as a source of water has
historically provided a high-quality and reliable source of vvater. The TMWS has an Assured Water
~ Supply {AWS) Designation with the Arizona Depamnent of Water Resources (ADWR), and is a member
of the Central Arizana Groundwater Replenishment District (CAGRD).
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TOWN OF MARANA POTABLE WATER MASfER PLAN - 2(~4 FINiAL QRAFf 5/20d4
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Concerns have been raised about the cotrtinued mining of groundwater in the Marana and greater Pima
County area. These concerns include the long term decrease of groundwater levels, tlie resulting local
subsidence, degradation of water quality, increased pumping costs, and a program of building new deeper
wells. For these reasons, as well as general public opinion, the TOM and other surrounding communities
have been investigating other renewable water supplies for the northwest area. Entities involved in the
coaperative efFort include the TOM, Metropolitan Domestic Waier Impravement District (MDWID),
Flowing Wells Irrigation District, Town of Oro Valley, Pima County, Gity of Tucson, and Bureau of
Reclamation (BOR), as well as athers invest~igating several altematives for developing renewable water
suppl'aes.
A goal of the water system Master Plan is to provide a distribution system that has the flexibility to accept
water from treated pota.ble waxer sources as well as from its existing well system. The water system
Master Plan and resulting infrastructure analysis will be designed to incorporate either of the two methods
of source development. This will allow the TOM the ability, with minor infrastructure adjustments, to
accept saurce water from multiple concept alternative water resources.
1.6 WATER QUALITY REGUU0.TIONS
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Both Federal and State standards regulate water quality for the TMWS system. The Safe Dnnkmg Wate
Act (SDWA) establishes minixnum water quality standards for health and aesthetic water quality
considerations. The SDWA identifies enforceable maximum cantaminant levels (MCLs) for health-
related constituents and non-enforceable secondary maximum contaminant levels (SMCLs) for aesthetic-
related constituents. The SMCLs are not federally enforceable; they are intended as guidance to the
states.
At the state level, the Arizona Environmental Quality Aet establishes water quality criteria for wa#er
trealment, storage, and distribution. The Arizona Department of Environmerrtal Quality (ADEQ) was set
up to administer the Act and has adopted the federal regulations for drinking water quality. It is the
policy of the TMWS to meet or exceed the requirements of ADEQ for potable water. The TMWS
reguiarly monitors MCLs and SMCLs based upon the ADEQ requirements. A summary of regulatory
requiremernts affecting tlie TMWS is identified in Chapter 2, Regulatory Requirements.
1.? SYSTEM IMPROVEMENTS FOR EXISTING CUSTOMERS
The Master Plan will identify improvements necessaxy to bring the TMWS system to the levels of service
defined by the system-related policies. These improvements are related to providing for rapacity-related
~ needs as well as operational and ma.intenance replacement. The upgrades and improvements to the
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~ existing system are considered operational and replacement-based and are generally funded by existing
ra~es.
1.S SYSTEM IMPROVEMENTS FOR GROWTH
The goal of the TOM is to plan for the future development and construction of adequately sized,
integrated infrastructure for ~uture customers. Currernly, the TMWS receives frequerrt requests from land
developers through4ut its planning area for water service, It is the goal of the Master Plan to provide a
roadmap for system irrtegration and reliability, and to capture the appropriate fees to accommodate the
long term infrastructure developrnent requirements of the TMWS. All improvements supporting growth
are solely funded by the development community.
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CHAPTER 2
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"The Springs" Onsite View of Booster Station
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TOWN OF MARANA 2004 POTABLE WATER SYSTEM MASTER PLAN ' N
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TOWN OF MARANA POTABLE WATER MASTER PLAN - 2004 FINAL DRAFf 5/2004
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TABLE OF CONTENTS
CHAPTER 2- REGiJI.,ATORY REQUIREMENTS I
2.1 Federal Requirements ..................................................................................................:..1
21.1 Safe Drinking Water Act (SDWA) ................................................................................1
2.1.2 Public Health Security and Bioterrorism Preparedness and Response Act l
2.2 State Requirements .........................................................................................................2
2.2.1 Arizona Department of Environmental Quality (ADEQ) ..............................................2
2.2.1.1 Pressure Requirements ....................................................................................................2
2.2.1.2 Regulatory Storage Requirements ..................................................................................3
2.2.1.3 Backflow Requirements ..................................................................................................3
2.2.1.4 Emergency Operations Plan ............................................................................................3
2.2.1.5 Clean Water Act - National Pollutant Discharge Elimination System (NPDES) /
Arizona Po1luYant Discharge Elimination System (AZPDES) .......................................4
2.2.2 Arizona Department of Water Resources (ADWR) .......................................................5
2.2.2.1 Groundwater Management Code ....................................................................................5
2.2.2.2 Active Management Areas (AMAs) ...............................................................................5
2.2.2.3 Conservation Requirements ............................................................................................6
2.2.2.4 Assured Water SuPP1Y ~AWS) ........................................................................................7
~ 2.2.2.5 Groundwater Rights in AMAs ........................................................................................8
23 Local Requirements ........................................................................................................8
2.3.1 Town of Marana Water Policies
..............9
2.3.2 Water Utility Code .........................................................................................................9
2.3.3 Water Rates and Other Fees ...........................................................................................9
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CHAPTER 2 - REGUL.ATORY REQUIREMENTS
Z.1 FEDERAL REQUIREMENTS
2.1,1 Safe Drinking Water Act (SDWA)
The SDWA was presented to Congress by the Environmental Protection Agency (EPA) as an act to
protect public health by regulating national public drinking water supplies. Congress originally passed
the SDWA in December 1974 and the law was amended in 1986, 1996, and 2002. The original SDWA
authorizes the EPA to set health-based standards for naturally occurring and man-made drinking water
contaminants. The 1996 amendment to the SWDA created regulatory standards for source water
protection, operator training, funding for system improvements, and public information. The drinking
water regularions set forth in the SDWA establish legally enforceable MCLs for a number of
contaminants, and require the EPA to continuously identify and set MCLs for newly identified
contaminants. The EPA also established non-enforceable SMCLs, relating to contaminants that may
adversely affect the aesthetic quality of drinking water. The authority to enforce the MCL and SMCL
standards has been delegated to the State of Arizona. Water quality programs are overseen by ADEQ.
~ 2.1.2 Public Health Security and Bioterrorism Pre aredness and Response Act
P
The Public Health Security and Bioterrorism Preparedness and Response Act (PHSBPRA) of 2002
amended the SDWA to add new requirements for public drinking water systems created to prevent,
prepare for, and respond to bioterrorism acts or other public health emergencies. Title IV of the
PHSBPRA requires community water systems that serve over 3,300 persons to conduct a vulnerability
assessment to determine the suscept~bility of the system to terrorist attack or other intentional acts
intended to substantially disrupt the ability of the system to provide a safe and reliable supply of drinking
water. The wlnerability assessment helps the water utility to evaluate susceptibility of the water supply,
storage, distribution system, and electronic or computer systems to possible threats, and determine risks to
the community based on potential threat scenarios. The assessment can help the water utility to identify
and prioritize corrective actions to reduce the risk of loss and damage due to hostile acts. Corrective
actions may include security upgrades, modi~carions to operational procedures, or policy changes to
mitigate the identified vulnerabilities. A vulnerability assessment generally contains the following
elements: description of the water system; identification and prioritization of adverse consequences to
avoid; determination of critical system assets; assessment of the likelihood of malevolent acts; evaluation
of existing response measures; analysis of current risk; and development of a prioritized plan for risk
reduction. In the case of systems serving a populatiori greater than 3,300 but less than 50,000, the
~ vulnerability assessment is due June 30, 2004.
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~ The PHSBPRA also re uired that each communi water s stem servin a water s stem o ulation
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greater than 3,300 must prepare or revise, an emergency response plan that incorporates the results of the
vulnerability assessment. This emergency response plan must identify procedures to be utilized in the
event of an intentional attack on the water system. The plan is to be completed no later than six months
after the completion of the vulnerability assessment.
Z.Z STATE REQUIREMENTS
The Arizona Revised Statutes (ARS) Titles 45 and 49 are those statutes developed by the State of Arizona
that deal with subjects most relevant to the operation of a municipal water system. ARS Title 45
describes the duties and programs of the ADWR. ARS Title 49 describes water quality control and is the
primary regulation for potable water supplies. Title 49 designates the ADEQ as the agency responsible
for ensuring the health and safety of public water supplies. The Arizona Administrative Code (AAC)
consists of those rules and regulations used to expand and define the provisions of the ARS. AAC Title
18 relates to environmental quality, and covers the subjects of safe drinking water, water quality
standards, and operator certification.
2.2.1 Arizona Department of Environmental Quality {ADEQ)
~ The Environmental Quality Act was established in 1986 for the purpose of describing the responsibilities
of ADEQ. Broad authorities were established for the management, control, and regulation of sources
which may impact water quality. The ADEQ was required to adopt numerous standards for surface
waters and aquifer water quality, define aquifer boundaries, and establish aquifer classification
procedures. The ADEQ has provided a number of guidelines for water system design to assist water
suppliers in constructing a water system to provide safe, reliable water service. The Pima County
Department of Environmental Quality (PCDEQ) currently administers local authority over the TOM
systems for compliance with ADEQ regulations for new construction and sanitary surveys. ADEQ
administers local authority over the TOM systems for testing and compliance with EPA water quality
standards. The following information has been summarized from the AAC, Engineering Bulletin No. 10,
Title 18 and various ADEQ guidance publications.
2.2,1.1 Pressure Requirements
Pressure extremes in water systems result in a potential for contamination to enter the system. Low
pressures may allow polluted fluids to be forced into the system. High pressures may cause ruptures or
breaks. Normal working pressure in the distribution system should not be less than 35 pounds per square
inch (psi). The system shall be designed to maintain a minimum pressure of 20 psi at ground level at all
points in the distribution system under all conditions of flow. This requirement is generally interpreted to
~ mean that the minimum residual pressure must be 20 psi at each meter, during a fire-flow event at any
hydrant, during a flow condition of peak day plus fire flow.
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~ Maximum ressures of as much as 100 si can be allowed at the meter in small low-1 'n areas not
P P ~ Y1 ~
subject to high flow rates and surge pressure. The Uniform Plumbing Code (iJPC) limits the water
pressure within the individual property owner's plumbing to 15 to 80 psi. Increasing or regulating the
pressure from the meter to the customer shall be therespansibility of the customer.
Z,2.1,2Regulatory Storage Requirements
The minimum storage capacity for a community water system serving residential or school customers
shall be equal to the Average Daily Demand (ADD) during the peak month of the year; however, this
requirement may be reduced by aquifer storage components. Storage capacity may be based on existing
consumption and phased as the water system expands. Storage should be provided in the zone where the
usage is required or in a location where it may be readily transferred to the zone of use.
2,2 ,~.3Backtlow Requirements
The AAC requires that water suppliers protect the public water system from contamination caused by
backflow through unprotected cross-connections by requiring the installation and periodic testing of
backflow prevention assemblies. The law requires that a backflow preventer be installed whenever there
is a possibility that cross-connections may occur, or any foreign substance may enter the water system.
~ Such substances include chemicals, chemical or biological process waters and water from public water
supplies, which has deteriorated in sanitary qualiTy. Backflow prevention assemblies must be tested
annually, and the test records must be kept for a period of at least three years.
2.2.i.4Emergency Operations Plan
It is the requirement of ADEQ that each community water system develop an Emergency Operations
Plan. A water supply Emergency Operations Plan is also required as part of the EPA Wellhead
Protection Program (WHP) established under the 1986 amendments to the SDWA. The recently enacted
PHSBPRA also requires that each community water system incorporate the results of the required
vulnerability assessments. The AAC requires that each community water system shall develop an
Emergency Operations Plan and keep it in an easily accessible location. The ADEQ has prepared a
Drinking Water Emergency Operations Plan Checklist to provide specific guidance regarding information
to be included in the emergency plan. This checklist has a specific requirement for utilities to identify
how they will maintain the system without their largest supply source. The Marana Emergency
Operations Plan was updated in 2003 and is available for review at the Marana Operations Center, located
at 5100 West Ina Road.
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~ The lan shall detail st s that a water s stem will take to assure continuation of service in the followin
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emergency situations:
• Loss of a water supply source.
• Loss of supply due to major component failure.
• Damage to power supply equipment or loss of power.
• Contamination of water in the distribution system as a result of backflow.
~ Collapse of reservoirs or reservoir roofs or pump-house structures.
• Breaks in transmission or distribution lines.
• Chemical or microbiological contamination of the water supply.
The emergency plan should address procedures to be implemented in response to an emergency situation
which could result in the loss or contamination of drinking water supplies and to continue providing
drinking water that meets compliance requirements during potential emergency situations involving the
water system. The document should provide an overview of the water system, including system mapping,
establish personnel duties, identify emergency contacts and notification procedures, and delineate
emergency operating procedures. The emergency plan should also provide for alternate sources of water,
and identify critical system components and spare parts.
~ 2,2,I,5CIean Water Act - Nationa! P 11
o utant D~scharge flimination System (NPDES) /
Arizona Po//utant Discharge E/imination System (AZPDES)
The Clean Water Act (CWA) regulates discharges of pollutants residing in "process" water to waters of
the United States (waters) through the NPDES permit program. Recently, the ADEQ gained primacy for
the NDPES permit program. Although ADEQ has been involved in the NPDES progam for a number of
years, this delegation of authority means that the state government now administers the program and
issues permits instead of the EPA.
Municipal water systems may be granted a 90-day permit waiver for activities associated with line, well,
and hydrant flushing and similar system operation activities. In addition, ADEQ has recently issued a
draft General Permit for De Minimis discharges, including those associated with potable water delivery
systems. The TOM may be able to be covered under the General Permit when it becomes available.
Activities proposed to be included in the General Permit include: operations and maintenance flushing,
well flushing, line break and post-repair flushing, and discharges related to system pressure releases and
overflows. Monitoring and reporting requirements for potable water systems is proposed to be limited to
flow rate and duration of flow per discharge.
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~ 2.2.2 Arizona De artment of Water Resources ADWR
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The ADWR was created in 1980 to administer state water laws, except those relating to water quality.
They also explore methods of augmenting water supplies to meet future demands, and wark to develop
public policies that promote conservation and the equitable distribution of water. The ADWR oversees
the use of surface and groundwater resources under state jurisdiction and negotiates with external political
entities to protect and augment Arizona's water supply.
2 2,2,1 Groundwater Management Code
To address groundwater depletion in the State's most populous areas, the State Legislature created the
Groundwater Management Code in 1980 and directed the ADWR to implement it. The objectives of the
Code are to control severe groundwater overdraft, provide the means for effectively allocating Arizona's
groundwater resources, and augment Arizona's groundwater supply through water supply development.
The Code contains six main provisions:
~ The establishment of a program of groundwater rights and permits.
• A provision prohibiting new agricultural irrigation within Active Management Areas (AMAs).
• The preparation of five water management plans for each AMA.
~ • The development of a program that requires demonstration of an AWS for new growth.
• A requirement to meter/measure water pumped from all large wells.
• A program for annual water withdrawal and use reporting.
2.2,2 ZActive ManagementAreas (AMAs)
Areas where groundwater depletion is most severe are designated as AMAs and are subject to regulation.
There are five designated AMAs, including the Tucson AMA which includes the Town of Marana. The
future anticipated limits of the water service area are fully within the Tucson AMA. The Tucson AMA
has a statutory goal of achieving safe-yield by 2025. Safe-yield means that the amount of groundwater
pumped from the aquifer on an average annual basis must not exceed the amount that is naturally or
artificially recharged. The safe-yield goal is a basin-wide balance. This means that water level declines in
one portion of the AMA can be offset by recharging water in another part of the AMA.
The Groundwater Code directs ADWR to develop and implement water conservation requirements far
agricultural, municipal, and industrial water users. Management plans reflect evolution of the
Groundwater Code, moving Arizona toward its long-term water management goals. The management
plans establish conservation requirements for municipal, agricultural, and industrial water users. In each
successive management plan, water conservation and management requirements will become increasingly
~ stringent as new management plans are developed. The Tucson AMA is currently operating under the
Third Management Plan.
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~ Z 2.3Conservation Requirements
The ADWR develops conservation requirements with assistance from water users in the AMAs.
Municipal water conservation requirements apply to water providers, cities, towns, private water
companies, and irrigation districts that provide water for non-irrigation uses. The goal of the municipal
conservation program in all AMAs is to promote efficient water use.
The principal method of regulating water consumption is through the establishment of conservation
requirements. The primary conservation program focuses on reducing per capita water use, which is
measured in gallons per capita per day (GPCD). For each management plan period, water providers in
the AMA are assigned a GPCD target. The overall GPCD limit for the TOM under the Third
Management Plan is 168 GPCD, including non-residential uses. An alternative conservation program and
~ a non-per-capita conservation program were also offered under the Third Management Plan, but the TOM
opted to remain in the GPCD program.
The management plans and other conservation-related State programs cover a number of other
requirements that are intended to promote water conservation. The Town of Marana is a founding
member of the Water Conservation Alliance of Southern Arizona (Water CASH) with other water
suppliers in the Tucson area.
~
Along new publicly owned medians or roadside areas served by municipal providers, groundwater may
only be used for watering specific low-water-use plants. T'he ADWR maintains a list of approved low-
water-use plants.
The management plans restrict water use at turf facilities larger than 10 acres in size, such as golf courses,
schools, parks, cemeteries and common areas of homeowners' associations. The amount of water that turf
facilities can use on an annual basis i~ specified by a formula in the plans. The municipal restrictions for
turf facilities are the same as those that apply to industrial facilities.
The First Management Plan contains restrictions on the use of groundwater in artificial lakes. A 1987
State law (The "Lakes" bill) restricts the use of groundwater in lakes, ponds, and swimming pools within
AMAs. In general, new lakes in AMAs cannot be larger than 12,320 square feet unless certain
exemptions apply. For example, the lakes may be filled with effluent. However, special permits are
available from the ADWR that allow new lakes to be filled with poor quality groundwater or other water
sources on an interim or emergency basis. Lakes built before January 1, 1987 and lakes located in certain
public facilities, such as parks, can continue to use goundwater. Golf course lakes are also exempt from
the law because they are regulated by the management plans.
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~ Private residential swimmin ools cannot be lar er than Ol ic size 12 320 s uare feet . Resorts
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motels, and country clubs can have several pools, but only one pool can be larger than Olympic size, and
not larger than one acre in size.
Each large municipal water provider must maintain its distribution system, and properly meter and
account for all deliveries. Water losses may not exceed 10 percent. Small providers must maintain their
systems such that losses do not exceed 15 percent.
2,2,2,4Assured Water Supply (AWS)
The Groundwater Code established requirements to ensure that water supplies are adequate to meet the
long-term needs of new development. The AWS Program requires the demonstration that sufficient water
supplies of adequate quality are physically, continuously, and legally available for 100 years. In an
AMA, anyone who offers subdivided land for sale must demonstrate an assured supply of water to
ADWR before the land may be marketed to the public. To receive an AWS certificate from ADWR, a
developer must demonstrate that: l) water of sufficient quantity and quality is available to sustain the
proposed development for 100 years, 2) the proposed use is consistent with the management plan and
achievement of the AMA management goal, and 3) the water provider has the financial capability to
construct water delivery and treatment systems to serve the proposed development. Alternatively, the
~ developer can locate the proposed development within the service area of a city, town, or private water
company that has already received a Designation of Assured Water Supply from ADWR. If a
"Designated" provider will serve the subdivision, the developer need only obtain a written commitment of
service from the water provider.
In 1995, ADWR adopted new AWS rules, primarily to support the groundwater management goals. New
rules associated with this program promote the use of renewable supplies, such as effluent and water
delivered via the Central Arizona Project (CAP), as a component of an assured supply. The rules require
new developments to be based predominantly on renewable supplies, such as effluent and water delivered
via the CAP.
In 1993, the Arizona legislature formally created the CAGRD to provide a way for developers and water
providers to demonstrate an AWS under the AWS rules and help the State meet the objectives of the 1980
Groundwater Management Act by replenishing pumped goundwater. The CAGRD recharges
groundwater supplies on behalf of its members in order to reach and maintain "safe yield" in the Tucson
AMA. The CAGRD is managed by the CAP, which is managed and operated by the Central Arizona
Water Conservation District (CAWCD). The CAWCD is a municipal corporation, also known as a public
improvement district. This quasi-governmental entity was formed to repay the Federal government for the
reimbursable costs of construction, and to operate and manage the CAP.
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~ Z.Z.1,5Groundwater Right~ in AMAs
A vital part of groundwater management involves identifying existing water rights and providing ways far
water users to initiate new vvithdrawals. Within an AMA, an entity must have a groundwater right or
permit to pump groundwater legally, unless the entity is withdrawing groundwater from an exempt well
(maximum pump capacity of 35 gpm). Exempt wells ma.p be used to ~~ithdraw goundwater only for
non-irrigation purposes and are generally used for domestic purposes, including watering less than two
acres of grass or gaxden. Exempt wells must be registered with ADWR, but they are subject to fewer
requirements than non-exempt wells within AMAs. In order to withdraw water from non-exempt wells in
AMAs, either grandfa,thered rights, service area rights, or a withdrawal permit must e~st for the we1L
Users who pump ,groundwater from non-exempt wells in AMAs must also report annual pumpage to
ADWR. This provisian helps ADWR determ~ine how much water is being used and where it is being
used. The Code also requires payment of an annual groundwater withdrawal fee. Revenues from the fee
pay for half of the cost of administering the Code; the other half comes from Arizona's General Fund.
Withdrawal fees may also be used for conservation assistance and augrnentation projects, and retirement
of irrigated land.
Z.3 Loc~u. RE~u~~MEKrs
~
The TOM is governed by an elected Mayor and Council, which have jurisdiction over rate setting and
water managemertt issues. The Mayor and Council are advised regarding water utility issues by the
Water Utility Advisory Committee, based on the requirements and guidance set forth in the Town of
Marana Waxer IJtility Code. The Water Utility Advisory Committee currently consists of seven members
that are technically qualified and have knowledge of local water issues. The seven appourted members
are made up of residential, commercial, and agricultural representatiues served by the utility, with three
members represe~ting the areas within the town at large. Members of the Water Utility Advisory
Committee are appointed by the Town Council and serve a term of one to three years. The function of the
Water Utility Advisory Committee is to act as an advisory committee for the Town Council on capital
improvement program planning and rate structure formulation. The Committee reviews and makes
recommendations on water system development, long term water source, capital needs, rate adjustments,
capital budget and allocations, state and federal legislation regarding water-related issues, expansion of
urility service axea, and private water campany acquisition. The Committee also provides the public
information and education on water utility issues.
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~ 2.3.1 Town of Marana Water Policies
The TOM's Mayor and Council have developed water policies to define policy decisions regarding the
water system. This document discusses requirements for financing of the water system, including setting
water rates and other fees, system development requirements, acquisition of other water systems, water
supply, management and development, and conservation.
2.3.2 Water Utility Code
The TOM's Town Council adopted the TMWS Code in 2001. Its purpose is to promote the health, safety,
order, and general welfare of those persons served by the Town. The Water Code sets up guidelines far
the service of water to the residents of Marana. The Code provides the basis for the operations of the
water utility. The Code describes the duties and responsibilities of the Town Council, Water Utility
Director, and the Town of Marana Water Utility Advisory Committee. The Code provides for the
adoption of a Comprehensive Water Development Plan to define the need for extensions, improvements,
or additions to the Town's water system. The Code also describes the conditions that must be met to
allow new construction, agreements required for new construction or line extensions, and the method for
review and approval for construction of facilities by entities other than the Town. Water system capacity
requirements, oversizing refunds, and service area inclusion and fees are discussed in this document.
~ Finally, the Water Code presents the provisions of water utility service, the obligations of the Town
related to water service, and establishes water rates and other fees that may be charged to customers far
the services provided by the TMWS.
2.3.3 Water Rates and Other Fees
Customers served by the TOM are charged a monthly service fee according to meter size, independent of
the number of gallons used. The base rate is $14 for the typical 5/8-inch residential water meter. In
addition to the base rate, there is a water use charge of $2.55 for each 1,000 gallons of water used.
An installation charge is required for all new water service connections. This charge includes the cost of
the water meter, valves, boxes, and installation. Charges for installation vary with the size of the meter.
Other service fees apply, such as the new service establishment fee, service reconnection fee, after 5:00
p.m. service reconnection fee, meter re-read fee, insufficient funds/returned check fee, customer requested
meter test, customer service deposit, vacation service fee, and delinquent payment fee. In addition,
persons outside the service area who wish to be included in the TMWS area will be charged a service area
inclusion fee.
~
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CHAPTER 3
~~TATER S~~TE~1~I
I~EVELOI'~~IENT
I'C.~LICIES
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Continental Reserve Resexvoir, Well and Booster Station
Completed December 2001
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TABLE OF CONTENTS
CHAPTER 3- WATER SYSTEM DEVELOPMENT POLICIES ..............................................................1
3.1 Non-potable Water System Policy l
3.2 Fire Flow Policy ...........................................................................................................................1
3.3 Storage Capacity Requirements ...................................................................................................3
3.4 System Pressure Requirements ....................................................................................................3
3.5 Looped Water Transmission Systems ..........................................................................................4
3.6 Backup Generators ...............................:.......................................................................................4
3.7 SCADA Policy .............................................................................................................................5
3.8 Water Quality Control Policy ......................................................................................................5
,
3.9 Valve and Pump Facility Maintenance Policy .............................................................................5
3.10 Land Acquisition Policy ..............................................................................................................6
3.11 Existing System Upgrade Policy .................................................................................................6
~ 3.12 Oversized Refund and Credit Policy ............................................................................................7
3.13 Water System Development and Financing Policy ......................................................................7
3.14 Project Prioritization Policy .........................................................................................................8
3.15 Water Utility Construction Standards Policy ...............................................................................8
3.16 Protected Main Policy ..................................................................................................................9
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CHAPTER 3- WATER SYSTEM DEVELOPMENT POLICIES
Based on the regulatory requirements in Chapter 2, the TOM has developed ordinances and policies
relating specifically to the operation of the water utility. This section presents a summary of the proposed
policies for service set by the TOM.
3.1 NoN-POTABLE WATER SYSTEM POLICY
The goal of the Potable Water Master Plan will be to provide the flexibility within the water system
infrastructure to adapt to the varying condition that will occur when irrigation demands are removed from
the potable water system. It is the goal of the TOM to serve the majority of domestic irrigation and turf
demands via a separate reclaimed or non-potable water distribution system within the next five years.
The domestic water system must be designed to continue to serve the existing and future large irrigation
users until the non-potable water system is in place. The domestic system shall be designed to operate
reliably during the period it is serving the large turf users, and efficiently following their removal. The
domestic system may be used as a backup for serving the non-potable users in case of temporary non-
~ potable water system outages. The wells, booster stations, and reservoirs shall be designed, constructed,
and phased into the system to eliminate major operational changes during the conversion of the large turf
users to alternative water supplies.
It is the goal of the TMWS to fund the non-potable system through development agreements.
3.2 FIRE FLOW POLICY
The TMWS is currently served by the Northwest Fire District. The fire-flow requirements for residential
facilities are typically based upon the development density, square footage of the homes, and whether the
structures are sprinklered. Fire-flow requirements for homes typically vary from 1,000 gallons per minute
(gpm) to 1,500 gpm, depending on the above conditions. The typical residential subdivision has a~re-
flow requirement of 1,000 gpm for a two-hour duration for units having a buildable area less than 3,600
square feet, per the International Fire Code (IFC).
Commercial facility fire-flow requirements also vary depending upon the square footage of the
commercial building, occupancy type, building material type, exposure distance to other buildings, and
whether the structure is sprinklered. Typical commercial facilities within the TOM area will have fire-
~ flow requirements from 1,500 to 2,500 gpm for two- or three-hour duration. The fire hydrant spacing is
generally the same as for residential structures.
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The TOM service area includes a number af older subdivisions, which were developed priar ta the
enforcement of the International Fire Code (IFC). These areas do not have the currently required fire-
flow capacity per the IFC. Per the Code, these areas are grandfathered and not required ta be retrofitted
to meet the Code standards. The lack of fire-flaw capacity varies greatly in these older areas. Some areas
include 4-inch mains with essentially no fire-flow capacity. (}ther areas may have much larger mains and
~isting fire hydrants that may slightly lack capacity and duration of flaw. The cost of upgrading areas
with little or no fire-flouj capacity can be very expensive and disruptive t4 surrounding neighbonc~~ods.
There are generally two considerations to providing adequate fire flow to a neighborhood. The first
consideration includes offsite requirements such as volume of fire flow storage available in the reservoirs,
adequately designed pressure zones, and the size of offsite transmission mains. The second ~actor is the
internal distribution system within the neighborhood, including main sizes, ade+qua#e loaping, and fire
hydrant placement.
The suggested system requirement for the TMWS would be tc3 develop adequately sized reservoirs,
properly designed pressure zones; and main sizing to provide adeqvate fire flow throughout the major
water transmission mains in the utility system. The required infrastructure for the interior of existing
developments, including replacement mains, paveme~t replacement, looped systerns, and new fire
~ hydrants, may be deueloped and financed through miscellaneous capital improvements, system upgrades,
or local neighborhood improvernent districts.
The existing policy for the TMWS review process includes having all subdivision and water e~rtension
plans reviewed and approved by the Northwest Fire District Fire Marshal. The Fire Marshal typically
reviews fire hydrant locations, spacing, and fire-flow capacity requirements, They also review street
layauts, adequate access for fire trucks, and turnaround capacities for the trucks. The design engineer of
the water project or the TMWS engineer is required to provide design calculations, water system
modeling, and improvernent plans for the facilities needed to provide the required fire flow to the
development. These plans are then reviewed and approved by the TMWS prior to construction.
The design and developmexrt of the Master Plan includes looking at expected fire-flow requirements
within prescribed areas depending upon the projected la.nd use zoning. These fire-flow requirements will
be incorporated into each zone of the water system for main infrasd-ucture sizing and design. The Master
Plan design criteria will include reservoir sizing for the maa~imum fire flow and duration required for the
zone, the transmission main sizes and design to provide a minimum of 20 psi residual pressure within the
system during fire flow conditions plus peak day demands (PDD). These design criteria will be
incorporazed intt> both the existing system upgrade requirements and the future infrastructure system
~ layout.
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3.3 STORAGE CAPACiTY REQUIREMENTS
Reservoir storage capacity is a highly critical element in the design and operation of water systems.
Reservoir storage is used to accommodate hourly fluctuations and demand, PDD fluctuations, fire-flow
requirements, and emergency reserve storage. Current ADEQ criteria typically require the ADD of the
peak month to be the minimum storage capacity per zone. Under certain circumstances, ADEQ may
allow storage capacity to be lowered in service areas with excess well capacities.
The advantages of having: additional storage includes more operational flexibility, reduced cycling time
for production wells and booster stations, lower pressure fluctuations within the water system,, greater
reliability in case of power outages or equipment failure, and reduction in well capacity requirements for
larger reservoir storage volumes. The disadvantage of a larger storage capacity requirement is the
additional cost of the larger reservoirs, aesthetics of larger reservoirs, additional land area required for
reservoir sites, and the potential to create stagnant water. The selected storage capacity requirement for
the TMWS is 1.25 times ADD plus ~re-flow requirements. This volume of water will provide far the
hourly system fluctuations, average day of peak month use, reserve storage, and fire-flow requirements.
The criteria are based upon maintaining a well system capable of providing PDD for the entire system
with reserve well capacity.
~
It is recommended that the policy of the TMWS be to use floating reservoir systems for each zone
wherever possible. 'The exceptions to these design criteria may be isolated zones in the upper portions of
the service area where reservoir locations are not available. A floating zone storage system provides a
highly reliable water delivery system that operates during power outages or failures.
3.4 SYSTEM PRESSURE REQUIREMENTS
The existing water system operates within zone boundaries located at 100 to 105 foot intervals. The high-
water elevations of the zone boundaries are evenly spaced at 100-foot intervals and closely match the
Tucson Water zone boundaries. For the purposes of this report, the TMWS will adopt the Tucson Water
zone boundary delineations and high-water elevations for the upper portion of the combined water service
area and will maintain 100-foot boundaries forlower portions.
Using these design criteria, typical static pressure fluctuations within the system will vary from
approximately 40 psi at the top of the zone to 87 psi at the bottom of the zone. The static pressures will
vary with daily demand fluctuations and fire-flow conditions. Under fire-flow conditions at periods of
PDD, the residual pressure within the system should not drop below 20 psi. System pressures under
peak-day conditions should not drop below 35 psi anywhere within the system. These pressures and zone
~ boundary elevations are based upon the finished floor elevations of the homes or the elevation of the
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~ hi est floor of a mnlti-lev I buildin . The IP lim' hi ressure servin a customer to be 80
gh e g C rts the ghest P g
psi. All pressures above 80 psi within the water delivery system shall be reduced by individual pressure
reclucing valves (PR~ locafed at the building service. These individual PRVs are normally the
responsibility of the builder,
Pressure fluctuations in the water system are highly dependent upon the water system design. Two
methods of system control are typically used. The preferred method is a floating reservoir system with
the water surfa~ce of the resentoir set at the hi,gh water eleuation of the system. This allows the services
within the zone boundary to be served directly from tlie reservoir by gravity and the system pressure
regulated by the reservoir elevation. This method provides a highly reliable system with very low-
pressure fluctuations. The pressure fluctuations under normal operating conditions may be as little as 5
psi. The system will also continue to operate during power outages using the remaining water in the
reservoir system,
The second method of system control is based upon pressure. Under these conditions, the pressure is
regulated by a hydro-pneumatic tank controlling the booster pumps. The booster pumps turn on and off
bas+ed upon #he prescribed pressure ranges in the hydro-pneurnatic tank. This method of controi will
typically a11ow pressure ranges in the system to vary by 20 psi between the pump cycles throughout the
~ day. In addition to the higher pressure fluctuations, unless backup generators are provided, water service
will be disrupted during power outages. The above pressure fluctuations sha11 be incorporated into the
design criteria for designing the zone boundaries, booster stati~ons, and reservoir systems.
3.S LOOPE~ WATERTRANSMISSION S~(STEMS
It is recommended tha.t the policy of the TMWS be to require looped water transmission and distribution
systems for the water main grid systsm and for individual subdivisions. Review criteria will include '
requiring developments to stub out to adjacent property lines and provide a looped system for internal
distribution systems. In addition, appropria.te valving at the recommended locations and intervals will be
required to isalate smaller sections of main during breakages and reduce the number of residences out of
service.
3.G BACKUP GENERATORS
It is recommended that the policy of tfie TMWS be to provide portable generators at booster stations to
provide pressure service to areas which are not connected to a floating storage system. It should also be
the policy af the water utility to'provide manual transfer switches for said generators in case of prolonged
power outages. This will allow the utility to move water throughout the systern as required through the
~ power outage. The manual transfer switches should be installed on all new facilities, including wells and
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~ boaster staLions that need to be operated i~termittently during a prolonged pawer outage to provide water
to the reservair system.
3.7 SCADA Po~Cv
The TMWS has recently campleted the complete retrofit of a new signal conditioning and data
acquisifiion (SCADA) system. This system provides radio communication by Remote Terminal Units
(RTUs) between a11 of the water facilities and a central coirtral statian at the water utility office via spread
spectrum technol~g~. The telem~try system allows an operator to remotely monitor and co~trol the
system operation. In addition, the system offers the ability to detect and analyze overall system trends
over a short term period. The telemetry-control system monitors water level elevations of reservoirs,
water pressures, air levels, pump on/off conditions, and system failures. In the evem of a failure, the RTU
will automatically dial a beeper or cell phone to notify water utility personnel of the failure. Water utility
personnel will access the telemetry system to find the location and the mode of failure. The system
allov~~s wa.ter utility personnel immediate notification of a failure so they can take the corrective actions
before reservoirs run out of water and customer service is disrupted. In the future, site security fe.atures
will be added to the e~isting SCADA system for early intrusion detection. It is the policy of the TMWS
to continuously maintain and upgrade its Telemetry Coirtrols system.
~
3.H WATER QUALITY CONTROL POLICY
It is the policy of the TMWS to provide wellhead chlorination of the system and mairitain adequate
residual chlorine concentrations tlu-oughout the water system. This policy will help alleviate
bacteriological contamination that may occur through airborne contamination of reservoirs or stagnant
water lines and transmission mains.
3.9 VALVE AND PUMP FACILITY MAINTENANCE POLICY
It is tl~e policy of the TMWS to develap a valve maintenance and eacercising program. This pragram
should provide regularly scheduled maurtenance on control valves, pumping units, motars, and other
critical components of a water distribution system. In addition, a regular valve-exercising program should
be developed to e3cercise and verify the opera.tion of all isolation valves within the system. This will
ensure that existing valves are accessible and in working arder to properly isolate the system in the event
of an emergency.
~
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3.1~ LAND ACQUISITION POLICY
The TMWS Master Plan will serve to provide locations and sizes for future wells, reservoirs, booster
stations, and major transmission mains to serve the water service area at buildout. These facilities will be
generally located on water system maps, and general estimated sizes for land acquisition purposes will be
specified for each site. Many factors and consiraints will be required to determine the final location far
each site. These factors include the proximity to existing water transmission mains, the proximity to
three-phase power, access to local public streets, specific elevation requirements for floating reservoirs,
hydrologic requirements for well sites, noise and buffer requirements for booster stations and wells,
aesthetic screening requirements for aboveground facilities, and the cost of acquiring the land andlor
availability of other preferable sites.
Experience has demonstrated that the early identification of land and rights-of-way needs for future use
by a municipality and its utilities can result in substantial acquisition savings when compared to "urgent
need" acquisitions. To ensure the future economic well being of the T'MWS, it is recommended that all
TOM Departments are made aware of the future land requirements of the utility. This mechanism will
alert Town staff and developers early in the planning process that water utility facilities are required in a
specified location. Through this process, site acquisition, concept planning and layouts, and water
~ facilities design can be planned along with the surrounding development. Land acquisition for water
facilities should be included in all planning review checklists and pre-application meetings for upcoming
plan reviews.
It is also essential to locate and acquire land for future well sites, boosters, reservoirs, treatment facilities,
and existing facility expansions prior to the actual need for facility development. This will allow the
water utility to be assured that the land is available when needed and also help in informing surrounding
landowners of the future uses.
3.11 EXIS7ING SYSTEM UPGRADE POLICY
The Master Plan will develop the system design criteria to guide the utility in designing the water
facilities. The system design criteria will include methods for demand calculations, peaking factors,
water supply requirements, the number and capacity of required wells, reservoir storage requirements,
booster station capacity requirements, emergency backup systems, distribution systems sizing, and water
system grid requirements. An evaluation of the existing system will be performed during the initial stages
of the Master Plan planning process.
The Master Plan will identify if and where deficiencies occur in areas of the existing water system. The
~ Master Plan will specify the required new facilities andlor facility upgrades to bring the existing system in
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compliance with the design criteria. These facilities may include additional wells, booster station
upgrades, reservoir capacity additions, and transmission main augmentations. Pro}ected cost estimates
will be provided for these facilities, and a priority schedule and timeline will be provided for the
infrastructure development. The system upgrades will be limited to the existing water facilities and the
spine water distribution mains. Existing system upgrades will not include projects to remedy undersized "
mains or distriburion systems within local subdivisions or smaller distribution systems.
3.12 OVERSIZED REFUND AND CREDIT POLICY
The Master Plan will define the locations of the major water facilities and major water distribution mains.
The major water distribution mains will generally be located within the rights-of-way of major streets
within the TOM. The water mains will be sized to deliver adequate flows to meet PDD plus fire flow, or
peak hourly demand, whichever is greater. These water main sizes will generally be larger than required
to serve a single development. During the extension of water main facilities to serve a development, it is
preferable to initially construct the ultimate size water main rather than building smaller mains and later
constructing parallel mains for future developments. Phasing of main distributions using parallel mains is
typically uneconomical and many times becomes impossible before the second phase can be constructed
~ due to restrictions and availability of existing right-of-way corridors. It is, therefore, the policy of the
TMWS to construct the buildout-sized water main facilities for all water main extensions.
The TOM will refund the oversizing cost of the transmission main by reimbursing the developer for the
material cost difference between what was required to deliver water to the subject property and what was
required to enhance the water system for future growth. The oversized refunding credit policy will
typically be used far water distribution and transmission mains only. Water system facilities such as
wells, boosters, and reservoirs will typically be constructed by the water utility using other funding
mechanisms.
3.13 WATER SYSTEM DEVELOPMENT AND FINANCING POLICY
Water system development procedures and system financing is one of the most critical and important
policies to be developed during the planning process of the water system Master Plan. The water system
development requirements have been divided into two primary components: 1) the existing system
upgrade requirements, and 2) water system expansion for growth and expansion of the service areas.
The Master Plan will define the specific facility requirements to bring the existing water system into
compliance with its adopted water system design criteria, system reliability requirements, augrnentations,
and for providing the projected fire flows. These facilities will be identified and opinions of probable cost
~ will be provided for each facility. The proposed policy for the TMWS is to develop a schedule for
implementation and construction of the upgrade requirements as identified in the report.
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The second primary category of water system improvements includes water system expansion for system
growth and water system service area expansion. The policy of the TMWS is to mandate that future
growth pay for itself. All costs of the new facilities, which are required for new system development, will
be paid for by the future develapment that it benefits. Two methods may be used to allocate these costs to
the development community. The ~rst will be through water system development fees. Water system
development fees will be assessed to smaller developments, based upon meter sizes, water demand
requirements, or alternative methods. The water system development fee will include all costs associated
with providing the facilities for serving the new development. These costs will include design and
construction costs for the required reservoirs, booster stations, production wells, transmission mains,
AWS, administrative, financing, and other costs associated with inflationary cost escalations.
The second method of fair share cost allocation to the development community will be through
development agreements. The TMWS will individually evaluate the larger developments to determine
the appropriate size, location, and phasing requirements for future development on an individual basis.
3.14 PROJECT PRIORITIZATION POLICY
~ Project priorities will be established based upon meeting system design requirements and, in addition,
providing the greatest return of system development fees. Priority and project approval guidelines shall
be used in developing the Capital Improvements Program (CIP) for growth-related projects. Project
priorities shall be established based upon the following requirements (listed in no specific order):
• Project ability to provide required peak demand requirements, pressure, fire flow, and system
reliability for largest projected population growth.
• Existing system's ability to meet ADEQ and TMWS system requirements.
• Greatest return of development fees to pay capital and financing costs.
• Ability of project to improve service to other users in the system.
• Ability of TMWS to pay for projects with funds on hand.
• Ability to construct transmission mains as a part of an existing roadway project at costs significantly
lower than future construction costs. The Master Plan projects should be integrated into the major
street and route roadway projects.
• Ability of the project to enhance commercial growth within the TOM.
3.15 WATER UTILITY CONSTRUCTION STANDARDS POLICY
~ The TMWS has developed a set of construction standards relating to specific details of construction of
elements of the water system. These standards are required to be implemented on all constructian projects
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~ for the TMW . D il
S eta s are provided for a vanety of construct~on elements, including backflow
prevention, air release valves, meter boxes, pressure reducing valves, and drainage structure crossings.
The standards also include design and construction general notes.
3.1G PROTECTED MAIN POLICY
Based upon the TOM's goal to size facilities for ultimate capacity, the Town has developed a policy
regarding protected mains to reimburse the development community participating in upsizing a particular
facility. Whenever a water facility is installed as a protected facility, it will be the policy of the TMWS to
refund a portion of the construction costs to the party that ~nanced the original water facility installation
through the collection of a protected facility fee leveled against all nonparticipating applicants for service
from said facility. The rate of this fee will be set at 50 percent of the current installation costs for the
minimum size facility installation, based upon the lineal footage of the nonparticipating property funding
the protected facility. This agreement will remain in full effect until either the full sum, less the
participating parties prorated share refund, or a period of 10 years from the effective date of the
agreement. Any balances remaining unpaid after this time shall be considered cancelled and the TOM
shall be fully discharged from any further obligation under the agreement. The Utility Director of the
TOM will have the responsibility of determining whether a facility should be classified as protected based
~ upon a review of the plans. If deemed that a facility is a protected facility, the Utility Director will be
responsible for ensuring that all participating properties are noted on the plans and that the plans clearly
indicate which facilities are protected. The Utility Director shall also calculate the total refund due based
upon the length of pipeline as specified, as protected facilities, on the plans and current construction costs.
~
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CHAPTER 4
~'I'Il~ ~ ~ } ~
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~
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~
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Wade Road Booster Starion
Completed February 2004
TOWN OF MARANA ZOO4 POTABLE WATER SYSTEM MASTER PLAN ~
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TABLE OF CONTENTS
CHAPTER 4- EXISTING SYSTEM ANALYSIS .......................................................................................1
4.1. Existing Water System l
TABLE 4-1. Connections Summary ...............................................................................................1
TABLE 4-3. TMWS Pressure Zone Boundaries ........................................................::....................3
4.1.1. Existing Groundwater Well Capacity Summary .......................................................................4
TABLE 4-4. Existing Well Summary .............................................................................................4
4.1.2. Existing Reservoir and Booster Station Capacity Summary .....................................................4
TABLE 4-5. Existing Reservoir Summary .....................................................................................5
TABLE 4-6. Existing Booster Station Summary .............................................................................6
............................7
4.2. Existing System Design Criteria
4.2.1. Demand ......................................................................................................................................7
4.2.2. Supply ........................................................................................................................................8
4.2.3. Storage 8
4.2.4. Distribution System ...................................................................................................................8
4.3. Existing System Demands ................................................................................................................8
TABLE 4-8. Existing Water Usage Summary .................................................................................9
4:4. Existing System Requirements .........................................................................................................9
4.4.1. Wells ..........................................................................................................................................9
~ 4.4.2. Storage .....................................................................................................................................10
TABLE 4-10. Existing Reservoir Capacity Requirements l l
4.5. Existing System Capital Improvement Recommendations .............................................................1 l
4.5.1. Cortaro Ranch/Oshrin Area l2
4.5.2. Airline/Lambert System ...........................................................................................................12
4.53. La Puerta ..................................................................................................................................12
4.5.4. Palo Verde ...............................................................................................................................12
LIST OF TABLES
Table 4.1. Connections Summary ................................................................................................................1
Table 4.2. Equivalent Dwelling Unit Meter Factors ....................................................................................2
Table 4.3. TMWS Pressure Zone Boundaries ............................................................:.................................3
Table 4.4. Existing Well Summary ..............................................................................................................4
Table 4.5. Existing Reservoir Summary ......................................................................................................5
Table 4.6. Existing Booster Station Summary 6
Table 4.7. Existing Service Area Capacity Summary ..................................................................................7
Table 4.8. Existing Water Usage Summary .................................................................................................9
Table 4.9. Existing We11 Capacity Requirements ......................................................................................10
Table 4.10. Existing Reservoir Capacity Requirements l l
LIST OF FIGURES
~ Figure 1. Palo Verde Service Area Information
Figure 2. Cortaro/Oshrin Service Area Information
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Figure 3. North Marana Service Area Information
Figure 4. Hartman Vistas Service Area Information
Figure 5. Picture Rocks/Continental Reserve/Springs Service Area Information
Figure 6. Airport Service Area Information
Figure 7. AirlinelLambert Service Area Information
Figure 8. Falstaff Flats Service Area Information ,
Figure 9. La Puerta Service Area Infarmation
~
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CHAPTER 4- EXISTING SYSTEM ANALYSIS
4.1. EXISTING UVATER S1fSTEM
The existing TMWS serves a population of approximately 7,OQ0 people, within its nine water service
areas (Exhibit 1). Existing water service areas are North Marana, Picture Rocks/Continenta.T
' Reserve/Springs, Oshrin/Cortaro, Airline/Lambert, La Puerta, Palo Verde, Hartman Vistas, Airport, and
Falstaff Flats. A summary of connections within the service areas of the TMWS for year 2003 is shown
in Table 4-1, Connections Summary.
TABLE 4-1. Connections Summary
North Marana 643 g~4 2,447
Picture Rocks/ Continental 900 2,520
Reserve/ S rin s 738
Cortaro / Oshrin 362 402 1,126
Airline / Lambert 138 138 386
~ La Puerta 77 216
Palo Verde 59 (g 190
Harhnan Vistas 86 241
Airport g 12 34
Falstaff Flats 2 6 17
TOTALS 2,104 2,563 7,177
Equivalent dwelling units (EDUs) are an industry method used to estimate and convert water
consumption rates to a standard 5/8-inch x 3/4-inch water meter. The ratios shown are taken from the
American Water Works Association (AWWA) M-26 Manual for meter sizes up to 3-inch. The 4 and 6-
inch ra.tios are representative of similar meter factors used by other local municipalities and have been
accepted by the Arizona Corporation Commission (ACC) for private water providers. Table 4-2 shows
the equivalent dwelling unit ratios and their associated meter factors.
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TABLE 4-2. Equivalent Dwelling Unit Meter Factors
5/8 x 3/4 1.0
3/4 1.2
1 2.5
1-1/2 SA
2 8.0
3 15A
4 25 A
6 SOA
Each individual service area is separated into pressure zones that are established based on elevations.
Some TMWS pressure zone delineations are consistent with those in use by adjacent municipal providers,
others were inherited from other water service providers. The zone boundaries are established at 100- or
105-foot elevation differences; elevations are shown in Table 4-3, and the zone boundaries are shown on
Exhibit 1. Each water service area is served by or is planned to be served by one or more of the following
methods:
~
• direct connection of wells in the zone,
• booster stations pumping from storage, or
• booster stations and wells pumping to a storage reservoir.
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~ . TABLE 4-3. TMWS Pressure Zone Bound~ries
Pichue Picture Rocks 2334 2493 2393-2293 N!A
Rocks Booster
Springs Springs Booster 2177 2298 2101-220b Y
Picture Continental
R~~ Reserve to Picture 2180 2358 2258-2158 N/A
Rocks
Continental ~n~~~ 2136 2316 2216-2116 N/A
Reserve Reserve Booster
La Puerta La Puerta Booster 2046 2240 2140-2040 N/A
Palo Verde P~o Verde 2009 2141 2041-1941 NJA
Booster
North ~'k 1995 2125 2025-1925 N/A
Marana Baoster
North Honea East 1991 2125 2025-1925 N!A
Marana. Booster
North Honea West 1980 2125 2025-1925 N/A
Marana Booster
North pmole Booster - 1995 2125 2025-1925 N/A
Marana
Cortaro/ Cortaro Ranch 2180 2318 2218-2118 N/A
~ Oshrin Booster
Cortaro! Oshrin Park 2180 2318 2218-2118 N/A
Oshrin Booster
Hartman Hartman Visl~s 2274 2403 2303-2203 Z
Vistas Booster
Airport o~ ~e1 2Q1Q 2150 2050-1950 N/A
~~rt Airport Baoster 2020 2180 2080-1980 N/A
South
~i~~ Airline Booster 2072 2220 2120-202d N/A
Lamtxrt
Airline/ ~bert Booster 2077 2220 2120-2020 N/A
Lambert
Falstaff Falstaff Booster 2070 2206 2106-2006 NIA
Currernly, all service areas v~~ithin the TMWS are pressure controlled, with all reservoirs being fed
directly by wells or booster stations. Gravity storage is currently not provided directly in any of the
TOM's service areas.
Figures 1-9 show the existing service areas and summarizes the e~cisting system infrastructure, demands,
and requirements.
~
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4.1.1. Existing Groundwater Weil Capacity Summary
The T'MWS currently delivers groundwater from 21 production wells. Table 4-4, Existing Well
Summary, provides a summary of the well capacity, the service area served by the well, and the
approximate elevation of the well site. Source water is delivered to the system through a system of
booster stations and reservoirs.
TABLE 4-4. Egistin Well Summar
We1133. i Honea West 253 North Marana 1990 632634
We1133.2 (Honea East 255 North Marana 1990 632633
We1128.2 (Sandario) 575 North Marana 1990 604844
Picture Rocks/ Continental
Well 34.1 (Picture Rocks 200 Reserve/ S rin s 2120 613599
We1128.1 (Continental Picture Rocks/ Conrinental
Reserve) 1,750 Reserve/ S rin s 2136 578734
We1126.1 (Oshrin) 225 Cortaro / Oshrin 2170 604846
We1126.2 Cortaro East 500 Cortaro / Oshrin 2180 603548
We11263 Cortaro West 500 Cortaro / Oshrin 603549
~ We117.1 Lambert) 129 Airline Lambert 2070 605214
We117.2 Airline) 125 Airline Lambert 2070 605215
Well 17.14 800 La Puerta 2077 604832
Well 17.1 200 Palo Verde 2010 606675
Well ~7.12 Hi Nitrates) 60 Palo Verde 2010 587820
Well 15.1 1,150 Hartman Vistas 2119 587027
We114.1 2,500 A' ort 582677
We1110.1 1,800 A' ort 2110 582676
(55-604339 J Center 55 A' ort 2115 604339
(55-531335 A' ort 35 A' ort 2030 531335
We118.1 59 Falstaff Flats 604845.
We1136.1 50 erations center 601245
We1127.1 250 O.M.H. Park well 1998 604340
4.1.2. Existing Reservoir and Booster S#ation Capacity Summary
The capacities and elevations of reservoirs and booster stations within the TMWS are summarized in
Table 4-5, Existing Reservoir Summary, and Table 4-6, Existing Booster Station Summary. The well,
reservoir, and booster station capacities specifically serving each service area are summarized in Table 4-
7, Existing Service Area Capacity Summary.
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TABLE 4-5. Eaisting Reservoir Summary
Honea West 1980 26 50,000 2016 North Marana
Honea East 1990 8 25,000 (1998) North Marana
Marana Park 1995 16 1,000,000 (2011) North Marana
Picture Rocks/ Continental
Picture 2334 24 100,000 (2358) Reserve/ Springs
Rocks
Continental Picture Rocks/ Continental
Reserve 2136 24 1,000,000 (2160 Reserve/ S rin s
Picture Rocks/ Continental
S rin s 2177 16 1,000,000 (2193 Reserve/ S rin s
Oshrin 2180 16 10,000 (2196) Cortaro / Oshrin
Oshrin 2180 16 25,000 (2196) Cortaro 1 Oshrin
Cortaro 2180 16 150,000 (2196) Cortaro / Oshrin
Ranch West
Lambert 2077 16 30,000 (2093) Airline / Lambert
Airline 2072 8 20,000 (2080 Airline / Lambert
~ La Puerta 2096 28 20,000 (2124) La Puerta
Palo Verde 2009 24 25,000 (2033) Palo Verde
Hartman 22~4 24 500,000 (2298)* Harhnan Vistas
Vistas
Airport 2010 24 500,000 (2034) Airport (FF Only)
North
Airport 2020 10 5,000 (2030) Airport
South
Falstaff 2070 8 10,000 ~2~~8~ Falstaff Flats
Flats
* Will float the Y-zone in the future.
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~ TABLE 4-6. Egistin Booster Station Summar
Honea West 550 Narth Marana 1980
Honea East 72Q North Marana 1991
Sandario 1,000 North Marana 1990
Marana Park 2,000 North Marana 1495
Picture Rocks 400 Picture Rocks/ Continental 2334
Reserve/ S rin s
Continental Reserve 1,800 Picture Racks/ Continental 2136
Reserve/ S rin s
Confinental Reserve Picture Rocks/ Conrinental
to Picture Rocks 600 Reserve/ S rin s 2180
Springs 3,100 Picture Rocks/ Continental 21~~
Reserve/ S rin s
Oshrin 350 Cortaro / Oshrin 2180
Cortaro Ranch 1,750 Cortaro / Oshrin 2180
Lambert 1,750 Airline Lambert 2077
Airline 230 Airline Lambert 2072
La Puerta 1,200 La Puerta 2096
Palo Verde 400 Palo Verde 2009
Harhnan Vistas 1,300 Hartman Uistas 2274
Airport 4,500 Airport 2010
~ The main service areas serving the majority of the population within the water system are North Marana,
Picture Rocks/Continental Reserve/Springs, and Cortaro/Oshrin. These service areas will require
expansion to serve the remainder of the water system within the future planning area. The remaining
service areas will typically grow to capacity by population infill within their existing boundaries or be
combined with a main service area.
~
Q:~ld~s\500's\527.01\Master Pla~\Chapter 4- Existing System Anatysis.doc C4-G
r'~~~
\
TOWN OF MARANA POTABLE WATER MASTER PLAN - 2004 FINAL DRAFf 05/2004 ~~~~~~~~I \
.`.r.<v
~
TABLE 4-7. Egisting Service Area Capacity Summary
North Marana 2,883 4,270 1,075,000
Picture Rocks/ Continental
Reserve/ S rin s 1,950 Varies b zone 2,1OQ,000
Cortaro / Oshrin 1,225 2,100 185,000
Airline / Lambert 254 1,980 50,000
La Puerta 800 1,200 20,000
Palo Verde 260 400 25,000
Hartman Vistas 1,150 1,300 SOQ,000
A' ort 4,390 4,500 SQ5,000
Falstaff Flats 59 0 10,000
4.2. EXISTING SYSTEM DESIGN CRITERIA
The existing system is served entirely by groundwater wells. As a design goal, the groundwater wells
shall provide sufficient capacity to meet the PDD with the largest well out of service. Reservoirs shall be
~ able to accommodate hourly fluctuations and demand for fire flow in the zone they serve. Supply for the
service areas is conveyed to the reservoirs as it is produced from wells, then boosted to the zone high-
water elevation at the peak-day rate.
The design criteria for reservoirs is to provide a usable storage volume for the service area served
equaling 125 percent of the ADD, plus the demand required for fire flow. The existing transmission and
distribution systems should be sized and arranged to minimize friction-generated line losses and provide
the required fire flows.
Current system design criteria for the TMWS water system are described below, in terms of demand,
supply, storage, and distribution system assumptions.
4.2.1. Demand
Demand flow and population estimates are based on TMWS water system estimated water use data and
existing parcel connection information.
• Average daily per capita water usage for equivalent dwelling units 125 GPCD
• Average number of persons per single-family dwelling unit 2.8
~ • Ratio of peak day to average day 2.0
• Ratio of peak hour to average day 3.5
Q:~7obs\500's\527.01\Master Plan\Chapter 4- Existing System Analysis.doc C4-7
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TOWN OF MARANA POTABLE WATER MASTER PLAN - 2004 FINAL DRAFf 05/2004 ~
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4.2.2, Supply
The criteria for the evaluation of supply projections to each individual service area is listed as follows:
• Well capacity to meet PDD with the largest well out of service.
+ Minimum supply from well and boosters pumping to elevated storage shall meet PDD.
~ Minimum booster capacity to service areas without elevated storage shall meet peak hour demand or
PDD plus fire flow, whichever is greater.
4.2,3, Storage
T'he criteria for storage capacity requirements for the water system is based upon the following:
• Provide storage volume equal to a minimum of 1.25 times the ADD.
• Provide additional storage volume required to provide fire flow for apprapriate durations.
4.2,4. Distribution System
~ Pipeline design within the distribution system is based upon the following criteria:
• System design and construction to meet AWWA and ADEQ requirements.
• Transmission lines serving PDD only shall be designed for a maximum velocity of 5 feet per second
(ft/sec) with a minimum pressure of 35 psi. Transmission lines serving PDD plus ~re flow shall have
a maximum velocity of 10 ft/sec and a minimum pressure of 20 psi.
• Maa~imum friction head loss for lines up to and including 8 inches in size is to be 8 feet per 1,000 feet
ar less. Head loss for lines between 8 and 10 inches in size is to be 5 feet per 1,000 feet or less,
according to pipe size. Head loss for lines 12 inches and larger in size is to be 4 feet per 1,000 feet or
less.
• Distribution lines to be sized and arranged to provide required fire flows.
4.3. EXISTING SYSTEM DEMANDS
The existing water system, as shown in Exhibit 1 is divided into nine separate service areas. The
boundaries of the existing service areas are also provided on Exhibit 1.
Table 4-8, Existing Water Usage Summary, estimates the ADD, PDD, and PHD for each service area
~ within the TMWS.
Q:~JObs\500's\527.01\Master Plan\Chapter 4- Existirg System Analysis.doc C~}-8
~
TOWN OF MARANA PQTABLE WATER MASTER PLAN - 2004 FINAL DRAFf 05j2004 ~~I/-A
~
TABLE 4-8. Eaisting Water Usage Summary
North Marana 874 212 425 743
Picture
Rocks/Continental 900 219 437 765
Reserve/S rin s
Cortaro/Oshrin 402 98 195 342
Airline Lambert 138 34 67 117
La Puerta 77 19 37 66
Palo Verde 68 17 33 58
Harhnan Vistas 86 21 42 73
A' ort 12 3 6 10
Falstaff Flats 6 2 4 7
TOTAL 2,563 625 1,246 2,181
Water system usage demand calculation examples are based on the previous design criteria and are as
follows:
~ Equivalent Dwelling Unit (EDU) Usage
ADD = EDUs x 2.8 persons/unit x 125 GPCD/1,440 = 0.24 gpmlEDU
PDD = ADD x 2.0 = EDUs x 0.243 = 0.486 gpm/EDU
PHD = ADD x 3.5 = EDUs x 0.851 = 0.85 gpm/EDU
4.4. EXiSTING SYSTEM REQUIREMENTS
The water system design criteria, as previously provided, was used to develop the existing capacity
upgrade requirements for the TMWS. Existing system requirements include the capacity upgrades
needed for wells and storage to serve all existing connected parcels.
4.4.1. Wells
Well production requirements are based on meeting PDD with the largest well out of service. A summary
of the existing well capacities and the additional well capacity required is presented in Table 4-9, Existing
Well Capacity Requirements. As shown in Table 4-9, overall the TMWS exceeds the PDD well
requirement of 1,190 gpm, as existing well capacity is 11,171 gpm.
~
Q:Vobs\soo's\52~.o~tMaster p~an~chapcer a- Existiny 5ystem t~natysis.doc C4-9
TOWN OF MARANA POTABLE WATER MASTER PLAN - 2004 FiNAL DRAFT 05/20i?4 ~'I ~
~~~~~"v/ 1 \
~
TABLE 4-9. E~sting Well Capacity Requirements
North Marana 425 2,883 658
Picture Rocks/ 15I3
Continental 437
Reserve! Sp ' s 1,950
Cortaro/Oshrin 195 1,225 529
Airline Lambert 67 254 $7
(U) no redundant
La Puerta 37 800 well ca ciiy
Palo Verde 33 ~{,p 27
Hartman Vistas 42 1,150 1,108
Airport 6 4,390 1,884
(0) no redundant
Falstaff Flats ~ 59 well capacity
*Assumes largest well out af service or emergency interconnect.
4.4.2. Storage
~ Storage sizing requirements are based on meeting 1.25 times the ADD plus fire flow. The fire flow
requirement for the North Marana and CortarolOshrin service axeas is 1,500 gpm for two hours. The fire
flow requirements for the Picture Rocks/Continental Reserve/Springs and Airport service areas are 2,500
gpm and 2,750 gpm for two hours, respectively, Fire flow requirements to the Hartman Vistas and La
Puerta service areas is 1,000 gpm for two hours. The fire flow requirement for the Pa1o Verde and
Airline/Lambert service areas is 300 gpm for two hours. The storage requirements by service area are
presented in Table 4-10, Existing Reservoir Capacit}= Requirernents.
~
Q:~lobs\5~'s~527.01\Master Plan\Chapter 4- Existing System Malysis.doc C4-1~
TOWN OF MARANA POTABLE WATER MASTER PLAN - 2004 FINAL DRAFf 05/2004 ' ~
wvv
~
TABLE 4-10. Eaisting Reservoir Capacity Requirements
North 381,600 180,000 561,600 1,075,000 513,400
Marana
Picture
Rocks/
Continental 394,200 300,000 694,200 2,100,000 1,405,800
Reserve/
Srins
Cortaro / 176,400 180,000 356,400 185,000 171,000
Oshrin
Airline 61,200 N/A 61,200 50,000 11,200
Lambert
La Puerta 34,200 N/A 34,200 20,000 14,200
Palo Verde 30,600 N/A 30,600 25,000 5,600
Hartman 37,800 120,000 157,800 500,000 342,200
Vistas
A' ort 5,400 330,000 335,400 505,000 169,600
~ Falstaff 3,600 N/A 3,600 10,000 6,400
Flats
According to Table 4-10, the TMWS requires an additional 385,826 gallons of storage within the
Airline/Lambert, Cortaro/Oshrin, La Puerta, and Palo Verde service areas to meet the 1.25 ADD storage
criteria. The North Marana, Picture Rocks/Continental Reserve/Springs; Falstaff Flats, Airport, and
Hartrnan Vistas service areas have sufficient storage to meet demands in those zones.
4.5. EXISTING SYSTEM CAPITAL IMPROVEMENT RECOMMENDATIONS
The evaluation of the existing potable water system indicates that the majority of the individual service
areas within the TMWS' area have sufficient well capacity, redundancy or interconnections with adjacent
facilities where the source water capacity is appropriate to serve the existing customers. However, the
evaluation of storage capacity indicates that there are approximately four areas where existing facilities
either need to be modified or development needs to be connected to provide redundancy to said systems.
The capital improvements recommended are discussed in the following sections.
~
Q:~Jobs\500's~527.01\Master Plan\Chapter 4- Existing System Anatysis.doc C~F-11
TOWN OF MARANA POTABIE WATER MASTER PLAN - 2004 FINAL DRAFf 05/2004 ~
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4.5.1. Cortaro RanchJOshrin Area
The evaluation of the storage capacity for the CortaxolOshrin area indicates that this service area is
deficient by approximately 171,000 gallons of storage capacity. Due to the fact that this service area is
ultimately planned to connect to the Hartman service area, which currently has an excess of 342,200
gallons of storage, an interconnection with the Hartman Vistas system, including an 8-inch main
extension and PRV station will provide the redundancy and additional storage capacity needed for fire
protection and other domestic demands, if required. The estimated construction cost for this main
extension is $175,000.
4.5.2. AirlineJLambert System
The evaluation of the Airline/Lambert system indicates that this system is approximately 11,200 gallons
short in reservoir capacity. It is our understanding that the design of the Airline/Lambert system did not
include fire protection. To upgrade the storage for this service area, it is recommended that an
interconnect with the Saguaro Springs project be provided to supply redundancy and additional source of
water to the Airline/Lambert system as future development occurs in the area.
~ 4.5.3. La Puerta
The TMWS has recently modified the La Puerta booster station and well system to provide appropriate
fire protection and source water for the area. However, based upon the condition of the existing reservoir
onsite and the fact that the La Puerta water system with the existing reservoir is approximately 14,200
gallons short of its required capacity. This system also does not have the storage capacity to meet its fire
flow needs; it is recommended that a, new 250,000 potable water storage tank be constructed at the La
Puerta site. The estimated cost for said improvements is $175,000.
4.5.4. Palo Verde
The Palo Verde service area is also another small service area that was never initially designed for ~re
protection. Although the storage capacity is deficient by approximately 5,600 gallons, a redundant well
has been installed by the TMWS, which reduces the storage requirement with aquifer storage to meet the
minimum ADEQ standards. This, in addition to the fact that the TMWS has installed connections so that
the fire department can pump and haul directly from the existing reservoir in the event of an emergency,
no improvements are recommended for the Palo Verde site. At the end of the effective service life of the
existing reservoir, it is recommended that it be replaced with a 100,000-gallon reservoir.
~
Q:~\500's\527.01\Master Plan\Chapter 4- Existing 5ystem Anah/sis.doc C4-1Z
Avra Valley Rd. N
~ i
~
~ tio°° W E
° S
>
~ 0' 1500'
_ .
_
_ , 17 16
18
SCALE: 1" = 1500'
25,000 GAL STORAGE TANK
200 GPM WELL - i
60 GPM WELL (HIGH NITRATES)
400 GPM BOOSTER ~ ~
{ ~
~"--~I
~ o
_ 6 rl _--I c
~
- I U
f. ~ -1
- ~ i
__6"__ ~L_ ~ Twin Peaks Road
~
~ ~ ~I
~ ~ - 1
; o ~ zo2o -
i ~ ~9 N I
; ---1--- _ _
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- - ~
~
o
_ , - ~
, , ~ ~
Overton Road 2~
19
20
2~4~ '
Emigh Rd. .
~
3
FlGURE 1 °
Palo Verde Service Area Information: ~
LEGEND Equivalent Dwellin Units Served 68 ~
~
ADEQ System ID Number 10136
~ ~ ~ ~ MARANA TOWN BOUNDARY
Service Highwater Elevation 2141 Q
~ ~ ~ - SERVICE AREA BOUNDARY ~
Calculated Population 190
° ° ° 2141 ZONE MAINS ~
~ STORAGE TANK Existing Well Capacity (GPM) 260 N
• WELL Excess Well Capacity (GPM) QQ 27 ~
Existing Storage Capocity (Gallons) 25,000 ~
~,1 1 ¦ BOOSTER STATION Excess Storage Capacity (Gallons) (5,600)* N
~ ~ r---7~ Existing System Fire Flow Capability 0 ;
w
MARANA Existing Well ADWR Registration Numbers 55-606675; 55-587820 'o
~
~ * Indicates shortage i
OO Assumes lorgest well out of service JUNE 1, 2004 ~
~ ~ .
~ N
~ 23 ~ J
2 % -
~
I
w E
CORTARO RANCH
150,000 GAL. STORAGE TANK ;
2-500 GPM WELLS ~ ~ , s ,
1,750 GPM BOOSTER STATION J 0 1500
i
~
v SCALE: 1" = 1500'
_
~
. .
~ ~
_
~ i l r......-~ a~i
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- arms~ ~ ~o
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_ ~ o
_ ~ 1 P . ~
_ . ~I ~ ~ ~ ~ ~ U
l 1 ~ n`_ - _ - ~
-~~MID ~-~4 ~ ~
~ _ _ _ ' OSHRIN
~ ~-,~T ~i Cortaro arms
Road 10,000 GAL STORAGE TANK
fi4
~ ~ 25,000 GAL STORAGE TANK
~ 2s '
~ ~l~ ~
a~ ~ 4" ~ Oshrin ' 25 225 GPM WELL
~ ,,~---r-~p ~ 350 GPM BOOSTER STATION
o ~4 ~ ar T ~o.-
oi <
~ ~~~i_L6"_ J_~ ,
- ~ r T ~
~ ~
/ ~ ~ ' o~T~~
~ ~ - 4 ~
r
SO \ `
'j f~ -~TI~ -
l . . ~ ~ ~ - .
r~ '6-1-~ ~ ~
MID ~M~ Pima Farms Rd.
,z
_ Sa
\
1
~~o- , ' 35 36
~
~ ~ assingale Rd.
CMID o
IV
FlGURE 2 ~
Co~taro%shrin Service Area Information: Z
~
LEGEND E uivalent Dwellin Units Served 402 0
ADEQ System ID Number 10143 0
~ ~ . ~ MARANA TOWN BOUNDARY
Service Highwater Elevation 2318 °
- - - - SERVICE AREA BOUNDARY Q
Calculated Population 1126 a
° ° ° ° ° 2241 ZONE MAINS ~
~ STORAGE TANK Existing Well Capocity (GPM) 1,225
Excess Well Capacity (GPM) Q 529 Q
• WELL Existing Storage Capacity (Gallons) 185,000 ~
0
~ ¦ BOOSTER STATION Excess Storage Copacity (Gallons) (171,000)* ~
~1 ~ C.M.I.D. WELL i
r~~ ~ Existing System Fire Flow Capability 1,500
r-~-9 ~
MAI2ANA Existing Well ADWR Registration Numbers 55-604846,55-603548 '
55-603549 0~
* Indicates shortage i
OO Assumes lorgest well out of service JUNE 1, 2004 ~
SANDARIO ~
~ 15,000 GAL. STORAGE TANK MARANA PARK
575 GPM WELL 1.0 MG. STORAGE TANK
1,000 GPM BOOSTER 12,000 GAL/ STORAGE TANK
2000 GPM BOOSTER STATION
W E
S
0' 4000'
~
~ ~ SCALE: 1" = 4000'
~
a_
, .
17 16 15
- ~
0o j '?020
gio
~
19 - - - - ~ 20 21 I 22 ,
~ II 23
Trico Marana Road ~ 6"
i ~A --o~~ ~/j~; I
^ ' ~ `~r~`
\
~ ~ I ~ N ~~~~I 1 ~ .
~ Grier Road iu 8° ; 6" ~I 8" ~ 8"
G ~ _ _ _ ~ . ~ $ ~ \ - ~
.~-s. s. r- 7 R~i~ .
~ 1 I - - ' r ~
~ `~r 12" ~ ~'~,~~st~
~ ~ - i~l- - ~ ~ ' [ ~ , _ ~,~.vv ,
~ ' ~
i
i 3 Bornett Road ~ g" I ;6"II ~ ~
~ - - ~.F~.~~ - ~ -
' 3 ~9 29 ~ 2~ 27 ~r. '
'I so
; E
-
~i ~
~ otig" ~ Moore Ro d
~
4-~' I_ s,~~ ~ ' ~
~ ~'8"'~ y,~ _
HONEA WEST ,~k k ~ s ~ ~ ,
50,000 GAL. STORAGE TANK ~ ~ ~ ~ ~ ~
0
253 GPM WELL ~ - - ~ a
~ 550 GPM BOOSTER STATION ~ ~ ~ ~ ` - ~ 35
31 32 33 ~ , - N
0
~ a
~ o ~ A / ~'7--
~ ~
o v _ .A~ ~ ,
N ~ - Tan erine Road
HONEA EAST
25,000 GAL STORAGE TANK PRODUCTION WELL 3
255 GPM WELL _ 1800 GPM o
720 GPM BOOSTER STATIO a
~
i
~
~
FlGURE 3 Z
North Marana Service Area Information: Z
a
LEGEND E uivalent Dwellin Units Served 874 a
~
MARANA TOWN BOUNDARY ADEQ System ID Number 10150 n
Service Hi hwater Elevation W+ 2125 N
SERVICE AREA BOUNDARY 9 Z
2125 ZONE MAINS (W+) Calculated Population 2,447 a
i
~ STORAGE TANK Existing Well Capacity (GPM) 2,883 ~
~ yyE~~ Excess Well Capacity (GPM) QQ 658 Q
i
¦ BOOSTER STATION Existing Storoge Capacity (Gallons) 1,075,000
0
. Excess Storage Capacity (Gallons) 513,400 ~
r,'-~L.,1 Existing System Fire Flow Capability 1,500 ~
MARANA Existing Well ADWR Registration Numbers 55-605214; 55-605215 0
55-604844 ~
vv~~v/ 1 \ # i
O Assumes largest well out of service JUNE 1, 2004 ~
HARTMAN VISTAS
500,000 GAL. STORAGE TANK
~ HW=2298
1,300 GPM BOOSTER STATION
~ N
~ ~ 4
Oasis Rd. ~ 3
15
1,150 GPM WELL ~
` w E
~~~o~~~ ~s 1 , S
~ p' 2000'
pe ~~s
. p I C? 6
Go~`~~ ~ Linda Vista Bivd:' 2~~
12" 12' ~Z" -'II'~'~ SCALE: 1" = 2000'
~ i ~ ~ ~!t ~ N~ .
~ :
~XIST. 12 I • 1 f~ ; ~ ~ r~ ~ :
L-ZONE MAIN ~I-' ~,a'~?~'~`~~sf~~ ~
~ ~ r~ i
~ ~ P~~`~ ~~r~ , ~
oQ.
~ ~i %J 'T EMERGENCY INTERCONNECT
~~~P ~~{1~' ~ WITH O.V.W.U.
~ rv ~ ~ ~3,~t.i n
' _
/
7~ ~p y,
S~
~
~ p ~ c~
\ - \ I r ~
~ 22 ~ 23 : 8,;' ~
`
° , ~ ~
~ ~
\ ? `i
;
`
LEGEND 3
a
cV
~ ~ ~ ~ MARANA TOWN BOUNDARY ~
"Y" ZONE MAINS FIGURE 4 Q
"Z" ZONE MAINS Ha~tman ~stas Service Area Information: ~
x
~ STORAGE TANK E uivalent Dwellin Units Served 86 ~
• WELL ADEQ System ID Number 10329 N
Service Highwater Elevation (Z-Zone) 2403 a
¦ BOOSTER STATION Calculated Population 241
~
Existing Well Capacity (GPM) 1,150 ~
Excess Well Capacity (GPM) pp 1,108 ~
Existing Storage Capacity (Gallons) 500,000 ~
~ Excess Storage Capacity (Gallons) 342,200 ~
Existing System Fire Flow Capabiliiy 1,000 ~
~ ^
MARANA Existing Well ADWR Registration Numbers 55-587027 'o
~
O* Assumes O.V.W.U. backup replaces i
redundant capacity requirement. JUNE 1, 2004 ~
TUCSON WATER ~
EMERGENCY INTERCONNECT CMID CONTINENTAL RESERVE
C
J
o~, 1.0 MG. STORAGE TANK ~ ~s
~ ~ 22 1750 GPM WELL 23 Q N
~ 21 1800 GPM BOOSTER STATION o
~ /
`a
~
~~Ver ~ ~
i~, be// R
~ \ yV E
~~ya- ~«^'~'~j~~ 200 GPM WELL SITE ~
E se vki~~ ~t~'~~3~&i
o~" ~ -~`~~n~~~g-~~ - S
~ ~~O zF ~/~L , ~ ~ iE~d~~
~~~wr~~ ~ ~~v ~ ' ~ ortaro Farms Rd. 200Q
' . v 28 ~ ~ ~ CMID ~
~ ~ ~ 27 CMID 26 ~ ~
i ~~tiContinentol r ~ ~
, 8~ ~ r~Reser~e ~ ,f~`~ . SCALE: 1" = 2000~
, ~o ~~,v~" I/, ~ Q ~-CMI ~
~~~?~d~,~r M-~ i ~ y~, ~o ~
~,a~ ~ ?`~~3k~~ ' t u' C~ , _
, t ~ y~
, ~ ~ ~ ~ ~ ~ T
~ ~ <w o - - ua
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`'`'q~ r fi r~ E ~ t iA
!~/`S 4 ~ ~ ~ / y ~
~t~ ~ ~ ~ ~ r
~
L~~y- ~ ~ ~ 35
CONTINENTAL RESERVE ~
TO PICTURE ROCKS ~I L ~
_ 600 GPM BOOSTER STATION I~' _ I CMID
v+i ~ I r~ g~~
~DI ~ S R NGS
, ~ ~ 3 3 - i--- . a~_ 1 ~~~~~~y~ i_, , 1.0 MG. STORAGE TANK
o ~ 7 I 3,100 GPM BOOSTER STATION
- /
....q2 t_~~~r - 1~- 1-~~~0`~il ~ ,,S/ Ina Road
- ~ i I
~--r ~
, I ~ i_
~ - ' ~ I~
- ~
~ ~ - ~.T~ r ~ O ~~L
/
.
~ ~
. ~ M. -
~ z306 I _ ~ - + ~ c , 6P/~
. - ~i ~ . ~ -
G_1 _ U _ , ~ °oa
~ _ E~ ' ,
~
~ 4 -j- 3 ~ ~s p
t _ LL~T _fi_
~
~
~ i
2300_
~ ~ , ~ _ ~
. ;
I ~ -
~
.
_ 2,
~0~~ ~ ~ ' ~
i ~ ~
, ,
- '~t_~; = ~ - , , ~
_ ~ ,
~ Picture , _ r
ocks Rd~ ~ ' ~ Belmont Rd.
I~~ ' \
~
~J
~ 1
~ zaoo, i,•
il ~ , 10
9 ~ i ~ ~
_ - . ~ ! ~PICTURE ROCKS ~ ~ ~ , ~ • o
ZS°°"'•, ; 100,000 GAL STORAGE TANK lo~~ta^ - p1 ~
;
I 400 GPM B005TER STAIION .\~o, j I J
J , . ~ ~ ; , P a
~
FlGURE 5 W
Picture Rocks Continental Reserve S rin s Service Area Information: Z
LEGEND E uivalent Dwellin Units Served 900 ~
MARANA TOWN BOUNDARY ADEQ System ID Number 10092 g
SERVICE AREA BOUNDARY Service Hiqhwater Elevation varies a
- - - - - - - "Y" ZONE MAINS Colculated Population 2520 a
2493 ZONE MAINS Existing Well Capocity (GPM) 1,950 ~
2316 ZONE MAINS Excess Well Capacity (GPM) 1,513 ~
T: - 2358 ZONE MAINS Existin Stora e Capacit (Gallons) 2,100,000 0
~ ~'~,1 ~ STORAGE TANK Excess Storage Copacity (Gallons) 1,405,800 ~
~ • WELL Existing System Fire Flow Capability varies ~
MARANA ~ 800STER STATION Existing Well ADORE Registration Numbers 55-613599; 55-578734 ~
~~nn~~ ~ C.M.I.D. WELL Assumes T.W. emergency interconnect replaces i
well redundancy requirements. JUNE 1, 2004 ~
N
~ 1,800 GPM WELL
500,000 GAL. STORAGE TANK
4,500 GPM BOOSTER STATION
zooo _ - "
_
; , _ W E
, _
, - _ , S
, , I
~ ~ 2000 ` ~
. - ~ ~ ~ ~ ~ ~ 0' 1500'
~
~ ~ ~
~ ~ ~
~ _ ; ti~ ~ ~ SCALE: 1" = 1500'
, ? ; ,
,
, ,
, ` ;
4 3`~ ~ _ _
~ ¦ ~
~ ~ o
? ~
?
S~~ j ~ ?
~erbe// ~d ,r, / ~ ~ i ~
ti ~
~ ~ Avra Valley I J
55 GPM WELL ~ Airport L I
? ? ~
~ 2oio, ?~?o ? ? ~°~o
~ ? ~ i
~
~ ~ ~ ~ ' ~
~ ~
/ ~ ~ ~ ~ ~I >
~~1
N
Avra Valley Rd.
~ ~ ~ 10
; 9 ~
~ o
' ~ 2500 GPM WELL
35 GPM WELL N
i 5,000 GAL STORAGE TANK
,
~ ; ~
~
~ ~I
i %
,
i
~
3
0
tV
FlGURE 6 ~
Airport Service Area Information: ~
Equivalent Dwellin Units Served 12 ~
LEGEND ~
MARANA TOWN BOUNDARY ADEQ System ID Number 20003/10322 ~
Service Highwater Elevation 2150/2180 ~
~ ~ ~ ~ SERVICE AREA BOUNDARY z
Calculated Population 34 g
~ STORAGE TANK Existing Well Capacity (GPM) 4,390 a
~
• WELL ~
Excess Well Capacity (GPM) QQ 1,884 c~n
¦ BOOSTER STATION ~
Existing Storage Capacity (Gallons) 505,000 ~
Excess Storage Capacity (Gallons) 169,600 °
~
~ „_:~1.e Existing System Fire Flow Capability 2750 N
MAI2ANA Existing Well ADWR Registration Numbers 55-582677; 55-582676 w
55-604339; 55-531335 0~
~~~,ti, * Indicates shortage i
O* Assumes largest well out of service JUNE 1, 2004 ~
. \
. \
~ 1
N
~ ~r`Sf
1 ~ ~
6 0 5
~
~ W E
~ S
0' 1500'
SCALE: 1" = 1500'
_ .
~
i
~ 2 o~,b 7 - _ S~~~o 8
~ ~ ~
~ ~
~
~
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1750 GPM BOOSTER STATION o~c~ i i!
o~ 18 16
13
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FIGURE 7 ~
Ai~line/Lambert Service Area Information: ~
~
E uivalent Dwellin Units Served 138 ~
0
ADEQ System ID Number 10138 0
LEGEND Service Highwater Elevation 2220 Z
~ ~ . ~ MARANA TOWN BOUNDARY g
Calculated Population 386 ,
~ ~ ~ ~ SERVICE AREA BOUNDARY ~
Existing Well Capacity (GPM) 254 ~
• 2220 ZONE MAINS Excess Well Capacity (GPM) QQ 57 ~
~ STORAGE TANK Existing Storage Capacity (Gallons) 50,000 ~
~
~ ~ Excess Storage Capacity (Gollons) (11,200)* ~
_r~`r..~~~ ¦ BOOSTER STATION Existing System Fire Flow Capability Not Available ~
MAI2ANA Existing Well ADNR Registration Numbers 55-605214; 55-605215 0
~
* Indicates shortage i
OO Assumes largest well out of service JUNE 1, 2004 ~
FALSTAFF FLATS
~ 10,000 GAL. STORAGE TANK
WELL 8.1 59 GPM
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~ ~ ~ ~ MARANA TOWN BOUNDARY °
a
~ ~ ~ ~ SERVICE AREA BOUNDARY ~
2206 ZONE MAINS FlGURE 8 Q
~ STORAGE TANK Falstaff Flats Service Area Information: Q
• WELL Equivalent Dwellin Units Served 6 ~
ADEQ System ID Number - o
Service Highwater Elevation 2206 S
Calculated Population 17 ~i
Existing Well Capacity (GPM) 59 N
Excess Well Capacity (GPM) pp 0 ~
Existing Storage Capacity (Gallons) 10,000 ~
~
~ 1~ Excess Storage Capacity (Gallons) 6,400 ~
r~--~~ Existing System Fire Flow Capability None ~
M~A,~IZAN~~ Existing Well ADNR Registration Numbers 55-604845 ~
=~nr/ 1~ No Redundant Capacity i
JUNE 1, 2004 ~
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` ~ o ~ -f~~~~,~ 1,200 GPM BOOSTER
,iy I ~
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' r~~ inda Vista Blvd ~ M~ ~CMI
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~
FIGURE 9 ~
~
La Pue~ta Service Area Information: ~
a
E uivalent Dwellin Units Served 77 ~
ADEQ System ID Number 10072 0
LEGEND Service Highwater Elevation 2240 ¢
MARANA TOWN BOUNDARY Calculated Population 216 a
~k'
SERVICE AREA BOUNDARY Existing Well Capacity (GPM) 800
- ~ 2132 ZONE MAINS Excess Well Capacity (GPM) QQ 0 ~
~ STORAGE TANK Existing Storage Capacity (Gallons) 20,000 ^
~ • WELL Excess Storage Capacity (Gallons) (14,200)* ~
¦ BOOSTER STATION Existing System Fire Flow Capability None ~
MARANA ~ C.M.I.D. WELL Existing Well ADWR Regislration Numbers 55-604832 ~
* Indicotes shortage i
OO No well redundancy JUNE 1, 2004 ~
CHAPTER 5
~ ~ ~ ~ $
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Continental Reserve Reservoir, Well and Booster Station
Completed December 2001
TOWN OF MARANA 2004 POTABLE WATER SYSTEM MASfER PLAN
TOWN OF MARANA POTABLE WATER MASTER PLAN - 2004 FINAL DRAFT 05/2004
~....~~i
~
TAB~E OF CONTENTS
CHAPTER 5- FI.)TtJRE SYSTEM ANAI.,YSIS ......................................................................................1
5.1. Introduction .......................................................................................................................:.........1
5.2. Population Projections .................................................................................................................1
5.3. Future System Demands ............................................................:.................................................2
5.4. Future System Sizing and Requirements ......................................................................................5
5.5. Five Year System Development and Integration ...........................................................................5
5.5.1. Continental Reserve/Picture Rocks/Springs 5
5.5.2. Haranan/Cortaro Area ..........................................................................................................6
5.5.3. North Marana Service Area ...................................................................................................6
LIST OF TABLES
~ Table 5-1. I,and Use Density Projections ................................................................................................1
Table 5-2. Commercial Zoning Projections .............................................................................................2
Tabie ~-3. Buildout Water Usage Summary 3
Table S-4. Future Water Usage Projections .............................................................................................3
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TOWN OF MARAMA POTABLE WATER MASTER PLAN - 2004 FiNAL DRAFT 05J2004
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CHAPTER 5- FUTURE SYSTEM ANALYSIS
5.1. INFRODUCTION
The future TMWS service area includes an area encompassing over 60,000 acres of developable land.
Future water system planning within this large area will be based upon planning documerrts provided bv
the TOM's piamiing and zoning depart~nent. This data will be used to project future water usage for long
term planning purposes and for the acquisition of future sources of water. It is recommended the TMWS
continually update its demand projects as new data becomes ava.ilable.
5. Z. POPULATION PRQ}EGTIONS
The potable water service area. boundary for the future water system analysis was +expanded to encornpass
the undeveloped portions of the ultimate boundary e~aansion of the TUM, which is generally bounded by
the future Marana town limits as indicated in the TOM's staff version of the General Plan. Areas within
the ultimate boundary e~ansion that are currently served by existing water providers were excluded fr4m
the future water system demand projections. The planning area boundary and the e~cpected e~ent of the
~ future water system is shown on E~ibit l, Water Infrastructure Plauning Base Map.
Populaxion projections from 2005 to 2025 were obtained from the General Plan, and exclude populations
to be served by other water companies. Buildout growth projections are based on the TOM's GIS
database land use projections as provided by the Marana Planning and Zoning Depaxtment. Projections
for buildout were estimated using ~IS data, e~trapolating develapable parcels, and allocating them by
land use into single-family, multi family, commercial, and industrial categories based on current zoning,
The following densities were assumed to determine the number of possible residential units based on
zoning delinea.tion.
TABLE 5-1. Land Use Density Projections
Rural 0.1
Low 1.5
Medium 4.0
High 81
MiYed Rural 0.5
Master Planned 4A
~
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TOWN OF MARANA POTABLE WATER MASTER PLAN - 2004 FINAL DRAFf 05/2004
.~.~.,v ~
~ An average person per dwelling unit (PPDU) factor of 2.68, obtained from the General Plan, was used to
determine overall single-family residential population projections. Single-family densities include rural,
low, medium, mixed rural, and master planned zoning. High density or multi-family populations were
determined using an average PPDU factor of 1.7.
The ultimate buildout projection for the ultimate boundary expansion area is approximately 82,000 single-
family units, 900 multi-family units, 8,900 acres of industrial development, 800 acres of public
commerce, and 3,500 acres of commercial development.
5.3. FUTURE SYSTEM DEMANDS
The future water system analysis is based on the ultimate projected number of units in the Marana
ultimate boundary expansion area, which will be used for long-term planning and financial analysis. As
growth occurs, the future water system will expand to serve currently undeveloped areas within the
existing water system, and will expand outside the current boundaries of the existing smaller water
service areas.
The single-family residential demand factor of 125 GP.CD was used to determine single-family residential.
~ demands. The multi-family residential demand factor of 90 GPCD was used to determine multi-family
residential demands. The residential demand factors account for construction and lost and unaccounted
for water. The commercial demand factor of 1,300 gallons per acre per day (GPAD) was used to
determine commercial, industrial, and public demands. Commercial and industrial demands were based
on a percentage of the zoned acreage as follows:
TABLE 5-2. Commercial Zoning Projections
Commercial Commerce 75
Industrial Campus 70
Industrial General 80
Town Center & Public 100
Airport demands were determined based on commercial acreage in addition to assumptions concerning
passenger and employee usage as follows:
Passenger Demand 4 gallons per passenger per day, 50 passengers per day
Employee Demand 15 gallons per employee per day, 20 employees per day
~
Q:~\500's\527.01\Master Plan\Chapter5 - Future5ystemAnalysis.doc CS-Z
TOWN OF MARANA POTABLE WATER MASTER PLAN - 2004 FINAL DRAFf 05/2004
~
Table 3, Buildout Water Usage Summary, indicates the ADD, PDD, and peak hour demand projections
for overall service to all areas within the ultimate town boundary. These projections do not include areas
served by existing water providers.
~
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TABLE 5-3. Buildout Water Usa e Summar
Airport 2,158 0 0 1,406 2,811 4,919
Corridor 935 0 ~ 633 1,265 2,215
Commerce
High Density 115 932 1,585 99 198 347
Industrial 860 0 ~ 543 1,087 1,902
Ca us
Industrial 8,032 ~ ~ 5,801 11,601 20,303
General
Low Density 14,794 22,190 59,470 5,204 10,407 18,213
Master 6,000 24,002 64,324 5,628 11,257 19,699
Planned
Medium 8~2~1 33,086 88,669 ~~~59 15,517 27,155
Densi
Mixed Rural g3 41 111 10 19 34
Public $07 0 0 729 1,457 2,550
RuralDensity 24,067 2,407 6,450 564 1,129 1,975
~ Town Center 410 0 0 370 739 1,294
Totals 66,532 82,658 220,609 28,746 57,487 100,606
Residential and commercial demands were projected according to the population projections indicated in
the general plan for 2005 through 2025 in five year increments. Populations that are currently served ar
are planned to be served by existing water providers have been deducted from the population projections
in the General Plan. Table 5-4 represents the future water use projections. Usage data frorn 2000 and
2002 came from existing TMWS records.
TABLE 5-4. Future Water Usage Projections
2000 337 674 1,180
2002 542 1,085 1,899
2005 500 19,000 2,114 4,228 7,339
2010 1,000 29,000 3,440 6,881 12,041
2015 2,000 50,000 6,181 12,361 21,632
2020 3,000 60,000 7,958 15,917 27,854
2025 4,000 68,000 9,561 19,122 33,464
Buildout 10,000 220,000 28,278 56,556 98,972
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~ 5.4. FUTURE SYSTEM SI2ING AND REQUIREMENTS
The water system design criteria established in the Existing System Design Criteria is used to develop the
fiature water system capa.city requirements for the TIvIWS. Fut~.u-e system requirements include well
capacity, storage ca.pacity, booster capacity, and transmission ~ins to seroe buildout system demands.
For the most part, future infrastiucture requirements will be determined on a development-by-
developmsnt basis and will be financed through a combination of line extension agreements and hook-up
fees.
5.5. FIVE YEAR SYSTEM DEVELOPMENT AND INTEGRATION
As new development occurs throughout the Town it is critical strategic pipelines, wells, reservoirs, and
booster stations be installed at the appropriate water system pressure zones. E~ibit 2, Water Service
Zone Base Map, shows the proposed water service zones for the Town.
Based upon the fact that the future water system within the TOM service area will be const~ucted through
development agreements and funded by the development community, particular emphasis for the future
~ water system was placed upon the three primary areas where development is likely to occur within the
next five years. These service areas are the North Marana service area, the Hartnian-Cortaro service axea,
and the Picture Rocks/Contine~tal ReservelSprings service area, as shovs~n in Exhibits 3, 4, and 5.
S.S.i. Continentaf Reserve/Picture Rocks/Springs
This service area may be the most complicaxed service area as there are four individual water pressure
zones serviced by the TMWS. The interconnection between these three pressure zones and the need for
additional well capacity, storage capacity, transmission mains, and the condition of the e~cisting Picture
Rocks reservoir dictai~es that a new large capacity reservoir will be required. Additional transmission
mains to float the lower azeas, including the Springs and potentially Contineutal Reserve, are also
recommended. As shown on E~ibit 5, it is re~ommended that a xr~n~mum 1.0-MG storage reservoir be
installed at or adjacent to the e~cisting Pidure Rocks site. The high water elevation of this reservoir will
dicta~e the level of service that may be achieved by the Corrtinental Reserve water system. The high
water elevation of this reservoir will also dictate where the proposed pressure zone boundaries will occur
and if this particular system can be put into service to floai the Corninental Ranch service area if and
when the TMWS acquires the Gontinental Ranch service area from the City of Tucson.
~
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5.5.2. HartmanJCortaro Area
Based upon the existing requirement to add addirional storage capacity to the Cortara system and the
number of developers who axe currently developing or are proposing to develop in the vicinityo uf the two
service areas, it is recommended that the TMWS require the development community through
development agreements to connect the Y-zone of the Hartman Vistas s_ystem dire~tl_y into the
Cortaro/~shrin system, as shown on E~ibit 4. This interconnsction will a11ow the Cortaro Ranch system
to float off of the existing Y-zone reservoir at Harlman Vistas, Potential water main alignments are
shown generally, along with proposed well, reservoir and booster station sites for use by the TOM in its
coordination with the development community.
5.5.3. North Marana Service Area
The North Marana service area is also projected to grow substantially within the planning window
associated with this report. The addition of the infrastructure at Gladden and Vanderbilt faxms, as well as
to the San Lucas project and others, indicates that approximately 4,000 domestic units are proposed to be
constructed in the ne~ 5 to 10 years. E~chibit 3 provides general pipeline alignments and interconnection
~ alternatives for the North Marana system so that the development community can use common facilities
to fully integrate the water system in the area. In addition, the pota.ble system includes a well-feed line as
shown on Exhibit 3 tl~at may serve as a raw water distribution system if alternative or surface water is
conveyed to the TOM in the future r~r if treatment is required due to unlrnown parameters or groundwater
contaanination in the future.
~
Q:~]Obs`500's~527.01\Master Plan\Chapter5 - Future5ystemMalysis.da C5-()
CHAPTER 6
I~
Il~FI~~A.S'~'RL~~ URE
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a ~~a ?i . t ` °~S ~ '~.k s z
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La Puerta Reservoiryand Booster Station
Booster Improvements Completed August 2002
TOWN OF MARANA 2004 POTABLE WATER SYSTEM MASTER PLAN A
z~wv
TOWN OF MARANA POTABLE WATER MASTER PLAN - 2004 FINAL DRAFf 5/2004
~
TABLE OF CONTENTS
CHAPTER 6- INFRASTRUCTURE COST PROJECTIONS ....................................................................1
6.1. Cost Projection Assumptions and Criteria ........................................................................................1
6.1.1. Engineering and Contingencies ............................................................................................:....1
6.1.2. Installation of 4-inch Water Mains l
6.1.3. Installation of 6-inch Water Mains ............................................................................................1
6.1.4. Installation of 8-inch Water Mains ............................................................................................2
6.1.5. Installation of 12-inch Water Mains ..........................................................................................2
6.1.6. Installation of 16-inch Water Mains ..........................................................................................2
6.1.7. Installation of Reservoirs ...........................................................................................................2
6.1.8. Well Installation ........................................................................................................................2
6.1.9. Booster Stations .........................................................................................................................3
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Q:uobs\500's\527.01\Master Plan\Chp 6 Infrastructure Cost ProjecGons.doc C6-T~
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CHAPTER 6- INFRASTRUCTURE COST PROJECTIONS
G,1. COST PROJECTION ASSUMPTIONS AND CRTTERIA
Cost projections for proposed infrastructure provide valuable information for water utility financial
planning. Chapters 4 and 5 describe the proposed infrastructure requirements to meet existing and future
system demands per the Master Plan.
Cost estimates for the various types of facilities and infrastructure were determined using recent project
bid-schedules as a template. Over the past several years, TOM has bid several reservoir, booster station,
well, and transmission main projects. The bid schedules from the various projects were used as a basis
for determining an average cost to estimate proposed infrastxucture projects. Due to the fact that the
Master Plan planning document shows conceptual layouts for proposed facilities, assumptions were made
to predict probable construction costs. Actual costs may vary depending on extreme site conditions, site
acquisition, soil conditions, security measures, and replacement and/or disposal costs for existing
facilities.
~ 6.1.1. Engineering and Contingencies
Due to the planning nature of the locations of the facilities proposed in the Master Plan, contingencies are
added to reflect unforeseen conditions that may affect the individual projects. Unforeseen conditions can
range from environmental issues that may need to be addressed by individual projects, to easements that
may need to be acquired for pipeline construction. This cost component also includes engineering fees,
permits, inspection, and project management. For the cost estimates, 20% is included for contingencies.
b.1.2. Installation of 4-inch Water Mains
Based on the main replacement bids received by the TOM, the project cost for a 4-inch main is estimated
at a cost of $50 per lineal foot (1 fl. This cost assumption includes valves, fittings, appurtenances, and
minor pavement replacement required for the installation of the proposed water mains. The cost
assumption does not include easement acquisition.
6.1,3. Installation of 6-inch Water Mains
Based on the main replacement bids received by the TOM, the project cost for a 6-inch main is estimated
at a cost of $60 per lineal foot (1 fl. This cost assumption includes valves, fittings, appurtenances, and
~ minor pavement replacement required for the installation of the proposed water mains. The cost
assumption does not include easement acquisition.
Q:~lobs\500's\527.Oi\Master Plan\Chp 6 Infrastructure Cost Projections.doc C6-1
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6.1.4. Installation of 8-inch Water Mains
Based on the main replacement bids received by the TOM, the project cost for an 8-inch main is
estimated at a cost of $70 per lineal foot (l fl. This cost assumption includes valves, fittings,
appurtenances, and minar pavement replacement required for the installation of the proposed water
mains. The cost assumption does not include easement acquisition.
6.1.5. Instailation of 12-inch Water Mains
Based on bids received by local municipalities, 12-inch water main installation at a cost of $90 per lf was
used. This cost assumption includes valves, fittings, and appurtenances required for the installation of the
proposed water mains. The cost assumption does not include easement acquisition or pavement
replacement.
b.i.fi, Installation of 16-inch Water Mains
Based on bids received by local municipalities, a cost of $115 per lf for the installation of a 16-inch main
~ was used. This cost assumption includes valves, fittings, and appurtenances required for the installation
of the proposed water mains. The cost assumption does not include easement acquisition.
6.iJ. Installation of Reservoirs ~
The two most commonly used types of storage facilities are welded steel reservoirs and below ground
concrete reservoirs. A cost of $.70 per gallon of storage for welded steel reservoirs is estimated using
recent bid tabulations. A cost of $1.20 is estimated for the installation of a concrete hopper-bottom
reservoir. This cost assumption includes the reservoir, required site work, site piping, telemetry, site
grading, block walls, and landscaping. This cost assumption does not include costs associated with site
acquisition.
6.1.8. WeN Installation
Based upon the latest bids provided to the development community and the TOM, and applying standard
assumptions for drilling rig requirements for access, a cost of $450,000 was assumed to drill and equip a
new well. This lump sum cost projection includes standard cable tool drilling operations, well casing,
sanitary seal, well column tube and shaft, and pump motor bowl assembly. The cost assumption also
includes components for site piping and equipment, site grading, block walls, and telemetry. This cost
~ assumption does not include costs associated with site acquisition.
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6.1.9. Booster Stations
A cost of $500,000 per facility is estimated for large capacity or dauble zone booster stations using the
information from recent bid openings and standard assumptions. Smaller capacity facilities are estimated
at $350,000 each based upon lower equipment costs. These cost assumptions include site piping and
equipment, site grading, block walls, and telemetry. This cost assumption does not include costs
associated with site acquisition.
~
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Q:~lobs\500's\527.01\Master PIan~Chp 6 Infrastructure Cost Projections.doc CG-3
CHAPTER 7
t ~
~ ~
~
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. . .~i±`- i . . , « . ~E ~ttta~•a~u
Hartman Vistas Reservou and Booster Starion
Completed November 2002
TOWN OF MARANA ZOO4 POTABLE WATER SYSTEM MASTER PLAN N~
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TOWN OF MARANA POTABLE WATER MASTER PLAN - 2004 FINAL QRAFf 05 2004
/ ~
~ ~N
TABLE OF CONTENTS
CHAPTER 7 - IMPLEMENTATION ..........................................................................................................1
7.1. Introduction l
7.2. Existing System Capital Improvements
................1
7.3. Source and Storage Evaluation .........................................................................................................1
7.4. Connection Fees and Rates ...............................................................................................................3
7.5. Equivalent Dwelling Unit Requirements ................................,.........................................................3
LIST OF TABLES
Table 7.1. Existing Storage Evaluation ........................................................................................................3
Table 7.2. Existing Source Evaluation .........................................................................................................3
Table 7.3. Facility Hookup Fee Schedule ....................................................................................................4
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TOWN OF MARANA POTABLE WATER MASTER PLAN - 2004 FINAL DRAFf 05/2004 ~
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CHAPTER 7 - IMPLEMENTATION
7.1. ~NTRODUCTION
The implementation partion of this document will provide a roadmap for the utility to follow to facilitate
the improvements recommended in the Potable Water Master Plan. Source and storage capacity
spreadsheets have been established for use by the TOM in performing annual evaluations for
infrastructure requirements for both the existing and future system. This data will allow the utility to
continually evaluate the capital components associated with the capacity and operational upgrades of the
potable water system. These criteria may then be used to establish and to continually evaluate the
connection fees within the defined service areas of the TOM. The criteria may also be used to define
capital components for the existing rate payers for infrastructure upgrades required for the existing system
to meet its established standard for service.
7.2. EXISTING SYSTEM CAPITAL IMPROVEMENTS
The data used in the formulation of the Potable Water Master Plan is compiled to determine infrastructure
~ needs for the existing system and to predict the needs for future development. All projected costs are
based upon present value cost opinions and should be updated annually. These projections will dictate
the funding requirements and timing elements associated with each capital improvement.
Project timing and land acquisition have been the critical path of the majority of the utility's capital
improvements. Per the existing requirements at the TOM, it takes approximately one year to design a
project, bid the project, and select a contractor to construct a project. Coupled with increased regulatory
requirements associated with the environmental impacts of projects and land acquisition, this tends to
push the process into a two-year timeframe. Based upon these constraints, it is recommended that the
utility set up an implementation schedule for its most substantial projects in two to three year increments
in terms of land acquisition, environmental and cultural clearances, and design and construction phases of
the project. These phases and schedules should be implemented accordingly. This extended timeline
should better allow the utility to effectively manage its CIP while meeting or exceeding the regulatory
standards far the development of infrastructure.
7.3. SOURCE AND STORAGE EVALUATION
It is recommended that the TOM evaluate its storage and source water supply on a semi-annual basis to
closely monitor development within the TOM.
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The following source and storage evaluations are provided to determine how many additional EDUs can
be served by excess source and/or storage capacity within each service area. The negative number of
EDUs within the Cortaro/Oshrin, Airline-Lambert, La Puerta, and Palo Verde service areas indicated that
there is an additional storage requirement within those areas to meet current TOM storage standards.
TABLE 7-1. Ezisting Storage Evaluation
North Marana 874 1,075,000 180,000 1,171
Picture Rocks / Continental
Reserve / S rin s 900 2,100,000 300,000 3,214
Cortaro / Oshrin 402 185,000 180,000 391
Airline Lambert 138 50,000 - (24)
La Puerta 77 20,000 - 32
Palo Verde 68 25,000 - 11
~ Hartman Vistas 86 500,000 120,000 782
A' ort 12 505,000 330,000 388
Falstaff Flats 6 10,000 - 15
TABLE 7-2. Ezisting Source Evaluation
North Marana 874 2,883 1,336
Picture Rocks / Conrinental
Reserve / S rin s 900 1,950 3,079
Cortaro / Oshrin 402 1,225 1,077
Airline Lambert 138 254 117
La Puerta 77 800 0**
Palo Verde 68 260 54
Hartman Vistas 86 1,150 2,260
A' ort 12 4,390 3,845
~ Falstaff Flats 6 59 0**
*Assumes largest well out of service or emergency interconnect No redundancy
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7.~. CONNECTION FEES AND RATES
The capital improvements and associated costs indicated in the Potable Water Master Plan are
recommended to be used by the TMWS and its rate consultants in the establishment or update of
connection fees to the potable water system. These connection fees are far infrastructure required solely
to serve future growth. Infrastructure required for support of the existing system has historically been
funded by rates. There are a variety of ways to calculate the connections fees for a utility system. The
TMWS is currently using the EDU system.
7.5. EQUNALENT DWELLING UNIT REQUIREMENTS
Per the Marana Potable Water Master Plan, the domestic water demand for a typical 5/8-inch x 3/4-inch
water meter is calculated as follows:
Demand Criteria:
Average Daily Demand (ADD) _(125 gpcd)(2.8 people/unit) = 350 gal/day = 0.24 gpm
Peak Daily Demand (PDD) _(ADD)(2.0) = 700 gal/day = 0.48 gpm
Peak Hourly Demand (ADD)(3.5) = 1225 gaUday = 0.85 gpm
~ Based upon the latest engineering design standards adopted by the TOM, the required source, storage, and
booster station capacities are calculated as follows:
Capacity Calculation Criteria:
Storage Capacity =(ADD)(1.25)(1.12) (Includes 1000 gpm FF capacity) = 490 gallEDU
Source (Well) Capacity = PDD(1.3)(With largest well out of service) = 910 gaUEDU*day
Booster Capacity =(PDD)(1.4)(Assumes 1000 gpm FF Capacity) = 980 gal/EDU*day
= 0.68
The values indicated above include proportional fire flow capacity and redundant groundwater source
adjustments. These adjustments include increases of 12% for storage, 30% for source and 40% for
booster station capacities, respectively.
The projected cost for the TOM to design, bid, and construct the required facilities to serve an equivalent
residential dwelling unit including a 20% allocation for engineering and contingencies is listed as follows:
Cost Criteria:
Storage Capacity (Welded Steel) _ ($0.70/gal) _ $.70/gallon
Storage Capacity (Concrete) _ ($1.20/gal) _ $1.20/gallon
Source(Well) Capacity = ($450,000)/(1000 gpm) _ $450/gpm
~ (Assumes 1000 gpm capacity)
Booster Capacity = ($350,000)/(1000 gprn) _ $350/gpm
(Assumes 1000 allocation to FF)
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Large Capacity or pouble Zone Booster =($SQ4,000)/(lOQO gpm} =$500lgpm
(Assumes 1000 allocation to FF)
Based upon the calculations and projected costs as listed above, the required capital contribution far the
EDU as listed above is determined as follows:
EDU Fee = Storage Capacity +Source Capacity + Booster Capacity = ~
Storage (Welded Steel) = 490 gal/EDU x$0.70 gal = $343.00/EDU
Well = 0.63 gpm/EDU x $450/gpm = $283.50/EDU
Booster= 0.68 gpm/EDU x $350fgpm. _ $238.00/EDU
$864.50lEDU
It is recommended the TMWS implement a minimum non-participating connection fee of $864.50 per
EDU to all new developments not constructing facility infrastructure improvements.
TABLE 7-3. Facili Hooku Fee Schedule
~ 5/8 x 3!4 1.0 $500 $864 $360 $200 min $750
3/4 12 TBD $1,036 $400 $750
1 2.5 $850 $2,160 $460 $750
1.5 5.0 $1,300 $4,320 $920 $750
2 8.0 $1,700 $6,912 $1,840 $750
3 15.0 TBD $12,960 $3,080 $750
4 25.0 TBD $21,600 $4,800 $750
6 50.0 TBp $43,200 $8,660 $750
a Per existing TMWS code
b Excludes labor for service line installation
c An inclusion fee of $200 per platted unit or $500 per acre shall be charged for all units located outside the existing
service area without a development agreement
d$750 per platted unit in Section 23 (T12S, R12E)
As referenced above, the calculated meter fees include 1,000 gpm for fire flow capacity. Developments
requiring additional fire flow capacity should be required to reimburse the TOM for the costs associated
with providing said capacity.
The projected connection fees do not include the costs associated with transmission mains to bring water
to individual developments or debt service the TOM may have incurred for financing previous projects.
The projected connection fees will likely increase as additional infrastructure requirements are more
~ specifically defined. At this point, it is assumed that developers will be required to contribute to the
allocated cost of transmission mains required to serve their individual developments. The participating
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TOWN OF MARANA POTABLE WATER MASTER PLAN - 2004 FINAL DRAFf 05/2004 ~A
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connection fee shown on Table 7-3 is taken d~rectly from TMWS code. It is recommended
evaluate this fee to generate revenue for the acquisition of long-term potable water supply and the
infrastructure required to deliver future renewable supplies.
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