HomeMy WebLinkAboutMarana Water Master Plan 1998-Volume 1TOWN OF MARANA
Water Master Plan
Prepared for:
FINAL
April 22, 1998
Revised June 24, 1998
Volume 1 of 2
Town of Marana Municipal Water System
12775 N. Sanders Road
Marana, Arizona 85653
Prepared by:
IEEC
TOWN OF MARANA
WATER MASTER PLAN
MARANA, ARIZONA
VOLUME 1 of 2
PREPARED FOR:
TOWN OF MARANA MUNICIPAL
WATER SYSTEM DEPARTMENT
12775 N. SANDERS ROAD
MARANA, ARIZONA 85653
EEC Project #2010
FINAL
April 22, 1998
Revised .June 24, 1998
P~EP~:
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ENVIRONMENTAL ENGINEERING CONSULTANTS, INC.
4625 E. FORT LOWELL ROAD, SUITE 200
TUCSON, ARIZONA 85712
(520) 321-4625
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1.0
2.0
3.0
4.0
5.0
6.0
7.0
TABLE OF CONTENTS
Page
INTRODUCTION .............................................................................................. 1
REGULATIONS PERTAINiNG TO SYSTEM PLANNING ........................... 2
2.1 A.R.S. Title 45 ............................................................................................. 2
2.2 A.R.S. Title 49 ............................................................................................. 3
ENGINEERING CRITERIA PERTAINING TO MASTER PLANNiNG ........ 4
3.1 System Operation and Design Concept ..................................................... 4
3.2 Engineering Criteria .................................................................................... 5
SYSTEM SIJMMARIES AND EVALUATIONS ........................................... 10
4.1 Town of Marana Municipal Water System Department .......................... 10
4.2 Tucson Water ........................................................................................ 17
4.3 Lyn-Lee Water Company ...................................................................... 20
4.4 Tortolita Wells, Incorporated ................................................................ 20
4.5 Logan Hills Water Company ................................................................ 21
4.6 Other Water Companies ........................................................................ 22
4.7 Town of Oro Valley Water ................................................................... 23
4.8 Other Water Soumes ............................................................................. 23
COST FOR DELIVERY OF WATER ............................................................. 24
WATER QUALITY .......................................................................................... 28
6.1 Issues of Concern .................................................................................. 28
6.2 Marana Area Ambient Groundwater Quality ........................................ 31
6.2 Cortaro Area Ambient Groundwater Quality ........................................ 32
EXISTING AND FUTURE SYSTEM MODELING ....................................... 34
7.1
7.2
7.3
7.4
7.5
7.6
7.7
7.8
Existing System Model ......................................................................... 34
20-year Population Projections ............................................................. 34
General Overview - Future System Modeling ...................................... 36
Distributed Soume - Model Scenario 1 ................................................. 37
Concentrated Source - Model Scenario 2 ............................................. 39
CAP Soume - Model Scenario 3 .......................................................... 40
Alternative Routing Possibilities .......................................................... 41
Fire Flow Results .................................................................................. 41
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TABLE OF CONTENTS (continued)
Page
8.0 CAPITAL IMPROVEMENT PLANS .............................................................. 43
9.0
8.1
8.2
8.3
8.4
8.5
8.6
8.7
Cost of Acquiring/Upgrading Water Systems ...................................... 43
Futura System Cost Assumptions ......................................................... 44
Distributed Source - Scenario 1 ............................................................ 46
Concentrated Source - Scenario 2 ......................................................... 48
CAP Source - Scenario 3 ...................................................................... 49
Alternative Routing Costs ..................................................................... 51
Operation and Maintenance Considerations ......................................... 52
SUMMARY AND CONCLLUSIONS ............................................................. 53
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Table 1
Table 2
Table 3
Table 4
Table 5
Table 5a
Table 6
Table 7
Table 8
Table 9
Table 10
TABLES
Zone Boundaries ..................................................................................... 7
Tucson Water Wells .............................................................................. 18
Tucson Water Reservoirs and Booster Stations .................................... 18
Line and Meter Installation Charges ..................................................... 26
Monthly Water Delivery Charges for Minimum
Volume and Additional Volumes ......................................................... 26
Tucson Water Volume Charges ............................................................ 27
Miscellaneous Service Charges ............................................................ 27
Summary of Cost Data .......................................................................... 44
Distributed Source, Model Scenario 1 Capital Improvement Plan ....... 47
Concentrated Source, Model Scenario 2 Capital Improvement Plan.... 49
CAP Source, Model Scenario 3 Capital Improvement Plan ................. 50
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Figure 1:
Figure 2:
Figure 3:
Figure 4:
Figure 5:
Figure 6:
Figure 7:
Figure 8:
Figure 9:
Figure 10:
FIGURES
Future Planning Area Boundary
Base Map - Service Areas & Tucson Water Pressure Zones, Water Wells,
Booster Stations, Hydropneumatic Tanks and Storage Tanks
Water Company System Layouts, Sheet 1
Water Company System Layouts, Sheet 2
Distributed Source - Scenario 1
Concentrated Source - Scenario 2
CAP Source - Scenario 3
Distributed Source Capital Improvements
Concentrated Source Capital Improvements
CAP Source Capital Improvements
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Appendix A:
Appendix B:
Appendix C:
Appendix D:
Appendix E:
Appendix F
Appendix G:
Appendix H:
Appendix I:
APPENDICES
Engineering Evaluation Criteria
System Summary Database
Well Summary
Existing System Model Results
Future Population and Demand Information
Distributed Source Model Results
Concentrated Source Model Results
CAP Source Model Results
Capital Improvement Plan Cost Data
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Town of Marana Municiiaa/ Water System Department
Water Master Plan
June 24, 1998
EEC Job #2010
1.0 INTRODUCTION
Water service for the residents of the Town of Marana is currently provided by a municipal water
utility (the Town of Marana Municipal Water System Department, TOMMWSD), a number of
public and private water companies and cooperatives, and individual private wells. This master
plan document examines the existing water systems and the future requirements for water system
development, to create an adequate water supply strategy for residents of Marana over the next
20 years. The master plan considers the necessity to upgrade and expand existing systems,
including the need for new wells, storage facilities and mains, opportunities for interconnecting
existing systems, and the feasibility of acquiring and managing as a single entity a
comprehensive water system serving potable water to all the residents within the Town of
Marana. The geographical extent of the water system master plan is the Town of Marana's
future planning area, shown in Figure 1.
This document first presents background information such as regulatory and engineering criteria
that will be useful in understanding the latter portions of the master plan. The first part of the
master plan also discusses the "operational concept" for the future water system. The operational
concept is the key to understanding how a large, comprehensive water system could be created
utilizing the existing systems as a framework. The facilities of each existing water system have
been summarized and analyzed in terms of how they fit into the futura system. A computer
hydraulic model of the existing systems was created, and used to build hydraulic models of the
future water system for three different water soume scenarios. The master plan presents the
results of this modeling, and discusses the costs that would be associated with creating the future
water system as described.
Environmental Engineering Consultants, Inc.
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Town of Marana Municipal Water System Department
Water Master Plan
June 24, 1998
EEC Job #2010
2.0 REGULATIONS PERTAINING TO SYSTEM PLANNING
Regulations and standards for municipal water system planning and implementation are defined by
the federal government and the State of Arizona. In the case of water quality control, many of these
standards are defined by the federal govemment, with authority delegated to the appropriate state
regulatory agency. In turn, the state govemment may delegate certain portions of the program to
county or other local agencies. Privately owned water utilities are also regulated by the Arizona
Corporation Commission, which primarily approves rotes and return on investments. The Town of
Marana, as a municipality, is not included in this group of water purveyors.
State regulations concerning municipal water systems come from two sources: the Ahzona
Revised Statutes (A.R.S.) and the Arizona Administrative Code (A.A.C.). The A.R.S. consists of
those statutes passed by the Arizona State Legislature, and the A.A.C. is made up of the rules and
regulations used to expand and define the provisions of the A.R.S. Most provisions pertaining to
municipal water systems in the A.R.S. are in Title 45, Waters, or in Title 49, The Environment.
Various provisions of the A.R.S. are adapted from the federal Safe Drinking Water Act and
amendments.
2.1 A.R.S. Title 45
Title 45 describes the duties of the Department of Water Resources, including the duties and power
of the director, organization, evaluation of subdivision water supply (Chapter 1, Article 1, A.R.S.
45-101 through -113); appropriation of water, rights to water, water rights registration and
adjudication (Chapter 1, Articles 5 through 9, A.R.S. 45-151 through -264); and water conservation
plumbing requirements (Chapter 1, Article 12, A.R.S. 45-311 through 320).
Chapter 2 of Title 45, Groundwater Code, is important to the town of Marana because the primary
source of water is groundwater, and the service area is within the Tucson Active Management Area.
The various articles within this Chapter include provisions for groundwater rights and uses, various
types of withdrawal permits, and management of groundwater within the area. This chapter also
provides for replenishment and conservation of groundwater, defines wells and permits required to
construct wells, and provides for fees for withdrawal, replenishment, and conservation.
Chapter 3 of Title 45 (A.R.S. 45-801.01 through 898.01) sets up the mechanism for underground
water storage, savings and replenishment. Chapter 4 (A.R.S. 45-1001 through -1063) provides for
water exchanges, including conditions, uses, registration, effect on water rights, permits, and
enforcement. Chapter 14 (A.R.S. 45-2401 through -2472) addresses Colorado River water issues
and provides the authority for water bank planning and implementation. These statutes may be
important to overall planning of long-term water supplies and the legal rights to use them.
Environmental Engineering Consultants, Inc.
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Town of Marana Municipal Water System Department
Water Master PIan
June 24, 1998
EEC Job #2010
The Arizona Department of Water Resources (ADWR) Tucson Active Management Area (TAMA)
office in Tucson (520-628-6758) is available to answer specific questions concerning groundwater
rights, drilling and well operation permits, and water conservation requirements.
2.2 A.R.S. Title 49
Title 49, Chapter 2, Article 9 (Potable Water Systems) is the authority for primary regulation for
potable, public water supplies. As stated in the first article in Article 9 (A.R.S. 49-351):
A. The Arizona Department of Environmental Quality (ADEQ) is designated as the
responsible agency for this state to take all actions necessary or appropriate to
ensure that all potable water distributed or sold to the public through public and
semipublic water systems is free from unwholesome, poisonous, deleterious or other
foreign substances and filth or disease causing substances or organisms. All such
actions shall be taken at the direction of the director of the department.
B. All state agencies and any local health agencies involved with water quality
shall, at the request of the director, provide the department any assistance requested
to ensure that this article is effectuated.
The statutes (A.R.S. 49-352 through A.R.S. 49-360) include the classification of systems,
certification of operators, enforcement, and monitoring. The Drinking Water Compliance Unit of
the Arizona Departxnent of Environmental Quality (800-234-5677), in Phoenix, is the principal
source of contact for water company planning.
Environmental Engineering Consultants, Inc.
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Town of Marana Municiiga/ Water System Department
Water Master P/an
June 24, 1998
EEC Job #2010
3.0 ENGINEERING CRITERIA PERTAINING TO MASTER PLANNING
The engineering analysis and modeling performed for this master plan report are based on a
number of sources. The Ariz6na Department of Environmental Quality (ADEQ) publishes
Engineering Bulletin No. 10, which provides engineering guidelines for pump station design,
hydropneumatic tank sizing, storage tank sizing, distribution pipe sizing, source protection, and
well construction. Tucson Water's planning criteria for major water system expansion is
generally determined on a case by case basis, in conjunction with private developers. However,
there are some general criteria used by Tucson Water which are described below. Tucson Water
also has a set of standard specifications and drawings for the construction of water systems.
Appendix A, Engineering Evaluation Criteria, contains a listing of engineering criteria which
were used as a part of this master plan.
3.1 System Operation and Design Concept
The assumptions in this Master Plan are based on creating a Town of Marana water system that
is similar in concept to the Tucson Water system. The Town of Marana Municipal Water System
Department currently plans to take over operation and/or purchase portions of Tucson Water that
fall within the Town boundaries. The Tucson Water system within the Marana planning area is
far more extensive in size and facilities than any of the other existing providers. As such, the
operation of the Tucson Water system will define many of the operating characteristics of the
system. That portion of the Tucson Water system to be acquired and many of the existing
TOMMTWSD systems can be integrated into a large system that works cooperatively, instead of a
number of individual pieces. The TOMMWSD plans to simplify the interconnection between
the various systems by using Tucson Water design standards for new construction.
The operational concept developed in this master plan is actually based on two distinct methods
for providing water pressure. One method is to store the water at an elevation at least 100 feet
higher than the area being served, allowing the water to flow by gravity to the service area. For
purposes of this master plan, this type of storage will be referred to as "zone" storage. The main
function of booster pumps in this situation is to lift the water to the storage location. The second
method is to store the water near the elevation at which it will be used, and provide pressure for
service using the booster pumps. This type of storage will be referred to in the master plan as
"ground" storage. Either of these methods can be used exclusively, but it is reasonable in the
Marana planning area to apply each method to certain sections of the water system. This will
result in a "hybrid" system which incorporates the existing small systems (mainly ground
storage) with the existing Tucson Water system (mainly zone storage). This allows the
TOMMWSD to continue to use existing storage tanks, and reduces the required length of
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Town of Marana Municipal Water System Department
Water Master Plan
June 24, 1998
EEC Job #2010
transmission mains in large, relatively flat areas, while providing the benefits of gravity flow to
areas with high grade.
The existing Tucson Water system is divided into pressure zones according to elevation.
(Pressure zone boundary elevations are discussed in detail in Section 3.2.4.) The zones in which
most of the water is produced may have direct service from the wells, combined with ground
storage tanks and booster stations placed throughout the zone. Supply from the wells in the
lower zones is transported through those zones as it is produced, and is lifted with a series of
booster pumps and transmission mains to reservoirs in the higher zones. Each zone reservoir is
located 100 to 200 feet in elevation above the areas that the reservoir is intended to serve. The
reservoirs provide pressurized service to areas downhill during times of high demand, and during
times of Iow demand, the reservoirs are filled. Pressure zones are separated by closed valves or
pressure reducing valves in the service pipelines crossing zone boundaries. The zone reservoirs
are generally placed every other pressure zone. This allows one high pressure pump station and
one low pressure pump station to be associated with a single reservoir providing service to two
zones. The low pressure pump station can be located at the reservoir site, or can be an in-line
booster station located within the distribution system.
Most of the existing small water systems in the Marana area currently have local wells and
ground storage. This type of system does not rely on gravity to provide pressure, since the areas
are generally quite flat, and placing elevated storage on a hillside would require long
transmission mains. For purposes of this master plan, these areas will continue to utilize ground
storage, where applicable. As the Town of Marana water system grows and interconnections
between various service areas are made, local pressure tanks and booster stations in each service
area can be upgraded with regional storage and booster capacity.
3.2 Engineering Criteria
The following criteria have been used for analyzing existing systems and for performing the
system design and modeling. A list of engineering criteria, including other ADEQ and Tucson
Water requirements is presented in Appendix A, Engineering Evaluation Criteria.
3.2.1 Water Use Criteria
Water use criteria have been determined based on information provided by ADWR regarding
Tucson Water and other water utilities in the Marana area. Design criteria are as follows:
· Average daily per capita residential water use (gpcpd) - 140 gpcpd
· Average daily per acre commercial/industrial/institutional/turf water use - 1,300 gpad
Environmental Engineering Consultants, Inc.
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Town of Marana Municipal Water System Department
Water Master Plan
June 24, 1998
EEC Job #2010
· Average number of persons per dwelling unit - 2.9
· Ratio of peak day to average day - 2.0
· Ratio of peak hour to average day - 3.5
For small water systems (approximately 375 connections or less), the maximum instantaneous
demand was obtained fi.om ADEQ Engineering Bulletin No. 10, Table 3. Use of this table will
result in a higher instantaneous peak demand than the ratios above. This approach is more
realistic for analyzing small systems.
3.2.2 Supply
The minimum supply from all water sources must equal the peak day demand. Because a portion
of these facilities may be out of service for repair or maintenance, the water service provider
should have excess supply available, equal to the maximum capacity that is expected to be out of
service at any given time. This excess capacity would most likely he in the form of emergency
backup wells.
3.2.3 Booster Pumps
High pressure booster stations (to pump to reservoirs two zones up) will be designed to pump to
the high water of the specific pressure zone of the area they are intended to serve (which equals
the high water elevation of the reservoir), plus 10' for head losses. Low pressure or in-line
booster stations will be designed to provide pressure in the range of 40 to 85 psi within all
portions of the zone they serve. The booster stations shall be sized for peak hour demand, or
peak daily demand plus fire flow, whichever is greater.
3.2.4 Pressure Zones
Pressure zone boundaries have been established in the Marana area based on topography. These
zones are at approximately 105 foot intervals, and are consistent with the pressure zones
presently used by Tucson Water. The zone boundaries and high water elevations are presented in
Table t.
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Town of Marana Municipal Water System Department
Water Master Plan
.june 24, 1998
EEC.Job #2010
Table I - Zone Boundaries (per Tucson Water)
ZONE HIGH WATER BOUNDARIES STATIC PRESSURE
(Elevation in ~et) (Elevmion in ~et) (psi)
U 1878 1681-1786 85-40
V 1983 1786-1891 85-40
W 2088 1891- 1996 85 40
X 2193 1996-2101 85-40
y 2298 2101-2206 85 - 40
Z 2403 2206-2311 85 - 40
A 2508 2311-2416 85 -40
B 2600 2416-2490 80 -48
C 2701 2490-2595 91 -46
D 2792 2595-2700 85 -40
E 2897 2700-2805 85 - 40
F 3002 2805-2910 85 - 40
G 3107 2910-3015 85-40
H 3212 3015-3120 85 - 40
I 3317 3120-3225 85-40
J 3422 3225-3330 85 - 40
K 3527 3330-3435 85 - 40
L 3632 3435-3540 85 40
M 3737 3540-3645 85 - 40
N 3842 3645-3750 85- 40
O 3947 3750-3855 85 - 40
The approximate elevations of zone boundaries within the Marana Planning Area are shown on
Figure 2. Generally, the water systems in the Marana area fall within pressure zones "W" to
Variations to the above pressure zone boundaries must be reviewed in the case of extremely steep
topography. A valve (normally closed) should be provided in all pipelines crossing zone
boundaries. The valve may be smaller than line-sized if the individual system warrants the
reduction, especially for large diameter mains. The decision to reduce the valve size must be
made on a case-by-case basis as the lines are designed, and depends mainly on the function of the
intemonnection, and the maximum flow that would be required.
3.2.5 Pressure
Under normal conditions, pressure at the customer's meter should be within a static pressure
range of 40 to 85 psi. During peak hour flow conditions, Tucson Water requires a minimum
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Town of Marana Municipal Water System Department
Water Master Plan
June 24, 1998
EEC,lob #2010
pressure of 35 psi. Under conditions of peak daily flow plus fire flow, ADEQ requires a
minimum pressure of 20 psi at all points in the system.
3.2. 6 Storage
The minimum storage capacity for systems not providing fire flow should approximate the
annual average daily demand. Additional storage volume is required for fire flow. For the
purposes of modeling, reservoir capacity is sized according to the general Tucson Water
requirement that reservoir capacity equal two times the average daily demand for the area served.
3.2. 7 Distribution system
The transmission and distribution systems should be sized and arranged so as to minimize line
loss and provide the required fire flow. Maximum head loss for lines up to and including 8-inch
in size will be 8 feet per 1,000 feet or less. Maximum head loss for lines over 8-inches in size
will be 5 feet per 1,000 feet or less. For all residential development of a density equal to or
denser than CR-2 zoning, water mains should be sufficient to handle fire flows of a least 1,000
gallons per minute.
The following are general Tucson Water design criteria:
· Velocity at PDD should not exceed 5 feet per second (fps).
· Velocity at PHD and PDD + FFD should not exceed t0 fps.
· Velocity in suction piping should not exceed 3 fps.
· Head loss at PDD should not exceed 1 foot/1000 feet, with C=130.
· Pressures shall not be less than 35 psi at PHD, and 20 psi at PDD + FFD.
3.2.8 Fire Flow
Based on the Uniform Fire Code, 1991, the fire flow for one and two family homes with less
than 3,600 square feet of fire area shall be 1,000 gpm. Higher fire flows are required for
commercial buildings based upon square footage, type of construction, and proximity to other
structures. The duration of this flow shall be two hours. In low density rural areas, the
individual fire service providers may allow a fire flow of shorter duration or lower flo~v.
3.2.9 Water Quality'
Water quality from the Town of Marana water system must meet or exceed the requirements of
the Arizona Department of Environmental Quality for potable water. Groundwater data should
be evaluated in reference to EPA and State of Arizona drinking water standards. The State of
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Town of Marana Municipal Water System Department
Water Master Plan
June 24, 1998
EEC Job #2010
Arizona has adopted the Arizona Numeric Aquifer Water Quality Standards, which are the same
as the primary maximum contaminant levels (MCLs) of the federal Safe Drinking Water Act.
The secondary maximum contaminant levels (SMCLs) are not federally enforceable, but are
intended as guidance to the states. In Pima County, the ADEQ regulates publicly owned
systems. The ADEQ has delegated to the Pima County Department of Environmental Quality
(PCDEQ) authority to enfome drinking water standards for privately owned water supply
systems. Section 6.0 contains further information on water quality concerns in the Marana area.
Environmental Engineering Consultant*', Inc.
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Town of Marana Municipal Water System Department
Water Master Plan
June 24, 1998
EEC Job 142010
4.0 SYSTEM SUMMARIES AND EVALUATIONS
This section presents the results of an inventory of water companies and water cooperatives
within the future planning boundary. The water companies in the inventory are: all of the
TOMMWSD service areas, Tucson Water within the future planning boundary, Lyn-Lee Water
Company, Tortolita Wells Inc., and Logan Hills Water Company. Each of the water companies
and service areas is described in the sections below.
A map showing the service areas of each of the water companies and cooperatives in the
inventory is presented as Figure 2. The approximate elevations of the Tucson Water zone
boundaries, and approximate location of wells, hydropneumatic tanks, storage tanks and booster
stations are shown in Figure 2. The detailed layout of facilities and water lines are shown in
Figures 3 and 4. A database containing infom~ation gathered as part of the inventory is contained
in Appendix B, System Summary Database. A table summarizing all the wells identified as a
part of the inventory is presented.as Appendix C, Well Summary. This well summary table
includes wells owned and operated by TOMMWSD, private water companies and cooperatives,
Cortaro-Marana Irrigation District (CMID), and other privately owned wells. An overview of the
Marana area showing all the wells that were identified as a part of this inventory is also presented
in Appendix C, Well Summary.
An evaluation of each water system was performed according to the engineering criteria, and is
provided following the system description. The criteria listed in Section 3.0 above, and the
information summarized in Appendix A, Engineering Evaluation Criteria, was used to evaluate
the water systems. Demand flows and other analysis results are also given in the database
records in Appendix B, System Summary Database.
4.1 Town of Marana Municipal Water System Department
The Town of Marana Municipal Water System Department operates eight separate water service
areas within the Town of Marana future planning boundary. The original Town of Marana water
system was the Honea service area. During 1997, the TOMMWSD purchased or acquired seven
other water systems: Picture Rocks, Airline-Lambert and Palo Verde service areas, formerly part
of the Marana Water Service Company; and the Marana, Falstaff Flats, La Puerta del Norte and
Oshrin Park service areas, formerly operated by the Cortaro Water Users Association. Details of
the Town of Marana Municipal Water System Department service areas are shown in Figure 3.
The Town of Marana Municipal Water System Department has several expansions and
interconnections planned. The TOMMWD anticipates that all system expansions will be
designed and constructed according to Tucson Water and TOMMWSD Standards.
Environmental Engineering Consultants, Inc.
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Town of Marana Municipal Water System Department
Water Master Plan
,June 24, 1998
EEC Job #2010
4.1.1 Honea Water System
The Honea Service Area consists of approximately 189 residential customers, in a 200 acre area
south of Moore Road between Sanders Road and Sandario Road, and is illustrated in Figure 3.
The service area falls within "W" pressure zone. There are two well sites in the service area.
The west well site has one production well with a 30 HP submersible pump and a capacity of 235
gpm, two 15 HP booster pumps, a 60 HP centrifugal pump reserved for fire flow needs, a 5,000
gallon hydropneumatic tank and a 50,000 gallon storage tank. Currently, there is one unused
well at the west site that could be brought into service, if necessary. The east well site has one
production well with a 25 HP turbine pump and a capacity of 200 gpm, three booster pumps
(2~15 HP and 1~10 HP), a 5,000 gallon hydropneumatic tank and a 25,000 gallon storage tank.
The distribution system consists of mostly small diameter mains (less than 8-inch), with one new
8-inch line running between the two well sites. Historically, both wells have had nitrate
concentrations in the range of 3 to 10 mg/l, and occasionally wells must be blended to meet
drinking water standards.
According to the engineering criteria, the maximum instantaneous demand for the Honea service
area is approximately 240 gpm. The calculated combined booster capacity, excluding the fire
pump, is close to 1200 gpm, well in excess of the required flow. The booster capacity is
distributed between the two sites, and there are at least two booster pumps at each site, which
provides redundancy. Current storage capacity of 75,000 gallons is just sufficient according to
the average day demand requirement. The 60 HP centrifugal pump would be capable of
providing the 500 to 1000 gpm required fire flow for the land use in this service area. However,
the water main sizing, and lack of looping would restrict the flow that could be delivered to many
of the residences. The total storage capacity does not provide excess capacity for serving the fire
flow demands. The well capacity totals 535 gpm. This well capacity is sufficient because each
individual welt is capable of providing 150% of peak day demand. This means that if one well
was out of service for a period of time, the other well could provide sufficient water to the
storage tank to supply the system. Storage capacity, line sizing, and configuration appear to be
the critical issues in this water system.
An interconnection between the Honea service area and the Marana Primary service area will be
complete by April 30, 1998.
4.1.2 Marana Primary Service Area
The Marana Primary service area occupies approximately 1,900 acres in an area around Grier
Road, with 350 service connections, and is illustrated in Figure 3. The service area falls mainly
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within "W" pressure zone, with a portion of the system on the west side of I- 10 in "X" pressure
zone. Approximately 84% of the water use in this area was by residential customers. The
Marana Primary service area is served by two wells. Well 28.2 (Figure 3) has a capacity of 500
gpm. The well site also contains a 5,000 gallon hydropneumatic tank, a 15,000 gallon storage
tank and three booster pumps (10, 15, and 30 HP). Welt 22.1 (Figure 3) is a 500 gpm well. The
site contains two booster pumps (7.5 and 10 HP), a 5,000 gallon hydropneumatic tank and a
20,000 gallon storage tank. The system contains approximately 16,300 feet of 8-inch water lines,
and 54,000 feet of lines 6-inch and smaller. The majority of water line construction is PVC and
AC. According to ADEQ, in October 1996, this water system had one violation of drinking
water standards for nitrate. A modification to the well has since corrected the cause of this
violation.
The maximum instantaneous demand (ADEQ Bulletin No. 10, Table 3) for the Marana Primary
service area is approximately 353 gpm. The calculated combined booster capacity is greater than
1300 gpm, well in excess of the maximum instantaneous demand. The booster capacity is
distributed between two sites, and there are at least two booster pumps at each site, which
provides redundancy. By running all available booster pumps, the system may be capable of
providing fire flow and domestic demands, however, the storage capacity would have to be
upgraded significantly to provide for fire flow. The current storage capacity of 35,000 gallons is
far less than the 140,000 gallons which should be available for serving domestic needs alone.
Most of the water mains are 6-inch or larger, and therefore would be sufficient for domestic fire
flow needs. The total well capacity is 1000 gpm. This well capacity is more than sufficient
because each individual well is capable of providing 150% of peak day demand. The water lines
in this service area are poorly looped. The mains in this area are mostly 8-inch lines, so the head
loss may not affect water delivery pressures, but dead end lines are also undesirable because of
other operational constraints and problems. Storage capacity appears to be the critical issue in
this water system.
The TOMMWSD plans several upgrades in the Marana Primary service area. The water well in
the park east of Lon Adams Drive will be connected to the water line in Lon Adams Drive. The
interconnection will be used for emergency backup only, due to a high nitrate level in the water
from the park well. This will provide redundancy to the system. The Honea service area will be
connected to the Marana Primary system by two sets of new water lines. The new water lines
will connect the two separate systems into one system, which will provide redundancy and
increase the available storage for the Marana Primary System. When the two systems are
combined, the peak hour demand for the system is approximately 530 gpm, and average demand
is 220,000 gallons per day. The total storage in this combined service area is approximately half
of what should be available according to the storage criteria.
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Water Master Plan
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EEC Job #2010
4.1.3 Picture Rocks Service Area
The Picture Rocks service area covers approximately 900 acres in the vicinity of Picture Rocks
Road and Wade Road, with 104 service connections, and is illustrated in Figure 3. This service
area ranges from "Y" to "A" pressure zones. The Picture Rocks service area is currently outside
the Marana Corporate Boundary. The area is served by one well with a 25 liP pump and an
approximate capacity of 300 gpm. There is one 5,000 gallon hydropneumatic tank at the well
site, and a separate storage/booster pump site with a 100,000 gallon storage tank, 5,000 gallon
hydropneumatic tank and two booster pumps (7.5 and 15 HP). The distribution system consists
of 27,600 feet of 6-inch diameter and smaller water lines.
The maximum instantaneous demand for the Picture Rocks service area is approximately 167
gpm. Part of this demand is 'served directly off the well, or by gravity from the storage tank, and
the rest of the system is served by the booster pumps. The pressure in the area immediately
downhill from the storage tank is insufficient, because there is not enough elevation difference
between the homes and the storage tank. The calculated combined booster capacity is
approximately 400 gpm, which is sufficient to meet the portion of the demand applied to the
booster system. Either of the booster pumps would be capable of meeting this demand. The
capacity of the well is 300 gpm, which is sufficient to fill the tank at a reasonable rate, even at
peak day demand. With only one well in the system, there is no redundancy. This situation is
alleviated somewhat by the excess storage tank volume of 100,000 gallons, which is more than
twice the average day demand. Fire flow would not be available in this system with the current
booster facilities. Storage would also need to be upgraded for fire flows. Many of the water
mains are 6-inch diameter, but the system has long runs of water mains without looping, so fire
flows volumes could generate high head losses. Lack of redundancy in the well and booster
pumps, and low pressure in portions of the system appear to be the critical issues in this water
system.
An interconnection to the Tucson Water system in Continental Ranch would be convenient in
this case, due to the proximity of the systems in the Silverbell Road area. The tank is at
approximately elevation 2330, which is about 30 feet above the high water elevation of "Y"
pressure zone, resulting in incompatible pressure zones. If an in-line booster station were placed
at the top of the "Y" pressure zone (elevation 2206), the pressure from Tucson Water's "Y" zone
could be increased to provide pressure to the houses just downhill from the storage tank. Excess
pressure would be wasted at the storage tank.
The Logan Hills Water Company has approached the TOMMWSD about creating a
intemonnection between the Picture Rocks service area and that water company. This proposal
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would benefit Picture Rocks by providing redundancy in the system. More information on this
proposed interconnection is provided in the Section 4.5, Logan Hills Water Company.
4.1.4 Airline-Lambert Service Area
The Airline-Lambert service area covers approximately 490 acres south of Avra Valley Road and
west of the Tucson Mountains, and is illustrated in Figure 3. This service area is fully within the
"X" pressure zone. The Airline-Lambert service area is currently outside the Marana Corporate
Boundary. The system consists of 125 connections. The Lambert Lane well site has one
production well with a 20 HP pump and a capacity of 90 gpm, a 29,000 gallon storage tank, three
7.5 HP booster pumps, and a 2,000 gallon hydropneumatic tank. The Airline Road well site has
one production well with a 15 HP pump and a capacity of 200 gpm, a 5,000 gallon
hydropneumatic tank, a 15,000 gallon storage tank, and two booster pumps (7.5 and 5 HP). The
distribution system consists of small diameter mains (6-inch and less) of PVC construction.
The maximum instantaneous demand for the Airline-Lambert service area is 188 gpm. The
booster pumps will be capable of providing this flow, even if the larger of the booster pumps
were out of service. Average day demand calculations result in a required storage capacity of
50,000 gallons. The available storage of 44,000 gallons is probably sufficient for this service
area. The capacity of the two wells in this system is adequate, although the Lambert well is
below the 150% of peak day requirement. The system does not have the required pumping or
storage capacity to provide tim flow. Generally, the main sizes are inadequate for fire flow
purposes. Important issues for this service area include line sizing and well capacity.
The Town of Marana Planning Department and TOMMWSD have information about an
anticipated development in Section 18 of T12S, R12E. If the section to the south (Saguaro
Springs) is developed into a medium density residential area with associated commemial
development, as has been proposed, an interconnection to the Airline-Lambert service area could
be formed. There would be needs for significant well, storage and booster capacity. The
interconnection would also be convenient fi.om the point of view of pressure zones, because they
are within one pressure zone. It is also possible that the Tucson Water Continental Ranch main
in Silverbell Road could be extended to connect into the Saguaro Springs area, which would
provide the Saguaro Springs and Airline Lambert systems the reliability of being tied into the
regional storage and booster capacity.
4.1.5 Palo Verde Service Area
The Palo Verde Service area includes approximately 335 acres near Twin Peaks Road and
Sandario Road, and is illustrated in Figure 3. The Palo Verde service area is currently outside
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EEC Job #2010
the Marana Corporate Boundary. This area is within the "X" pressure zone. There are
approximately 45 connections in this service area, and it is served by one well with a capacity of
90 gpm. The well site also contains a 25,000 gallon storage tank, two 7.5 HP booster pumps, and
a 2,000 gallon hydropneumatic tank. There are approximately 6,700 feet of PVC distribution
piping, all 6-inch and smaller.
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The maximum instantaneous demand calculated for this system is 96 gpm. Each of the two
booster pumps is capable of providing this flow. Standard engineering criteria indicate that this
service area should have a minimum of 18,000 gallons of available storage. The 25,000 gallons
of storage available exceed this requirement. The existing well capacity is sufficient, because it
is capable of providing at least 150% of peak daily demand. There is a second well site available
in this service area, and reliability would be enhanced if this well was equipped for use. The
water system is not capable of providing fire flow, and the water lines in this water system are
poorly looped. The most critical issue in this water system is water source redundancy.
This system is located four to five miles from any other TOMMWSD service area, and at the
time of this master plan there appeared to be no cost effective way to interconnect this system
with the rest of the future TOMMWSD system. Therefore, this system was not included in the
modeling. The Avra Water Cooperative, which was not inventoried in this master plan report, is
near the Palo Verde service area. If the Avra Water service area expands into the area near Palo
Verde, the TOMMWSD might consider an emergency interconnection, to provide redundancy.
4.1.6 La Puerta del Norte Service Area
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The La Puerta del Norte service area covers approximately 180 acres near Silverbell Road and
Avra Valley Road, and is illustrated in Figure 3. This service area is within the "Y" pressure
zone. The system has approximately 75 water service connections. The La Puerta del Norte
service area is currently outside the Marana Corporate Boundary. The area is served by a 290
gpm well. There is an emergency backup well, currently used for irrigation, at a separate site.
This site also contains the system's 5,000 gallon hydropneumatic tank, a 20,000 gallon storage
tank, and two booster pumps (7.5 and 10 HP). The water system consists of 6-inch diameter and
smaller lines, with a total length of 17,300 feet.
The maximum instantaneous demand of the La Puerta del Norte system is approximately 136
gpm. The smaller of the two booster pumps should be capable of providing this flow by itself, if
needed, and there are two booster pumps, which provides redundancy. It is reported that there
are low pressure problems at some services near Silverbell Road. The current storage capacity is
20,000 gallons, but calculations show a need for 31,000 gallons of storage. The capacity of the
well is sufficient for filling the storage tank during peak day demand. Since there is a backup
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well available, there is some redundancy in the water supply, although the ideal situation is full
time automatic availability of redundant soumes. The system does not have the required
pumping or storage capacity to provide fire flow. Generally, the main sizes would not be
adequate for fire flow purposes. The looping of the system is adequate, except for the northwest
area of La Puerta del Norte, which contains some long runs of 6-inch and 2-inch mains. The
most important issues for this service area appears to be storage capacity, and service pressure
along Silverbell Road.
The Tucson Water Continental Ranch water system ends within a few hundred feet of the water
mains in the La Puerta del Norte system, making a physical interconnection between the two
systems practical. A pressure reducing valve may be required, because the La Puerta del Notre
system is in the X Zone, whereas most of the Continental Ranch system is in the Y Zone.
4.1.7 Oshrin Park Service Area
The Oshrin Park service area is approximately 170 acres east of 1-10, south of Cortaro Farms
Road, and is illustrated in Figure 3. The service area is in the Y zone. There are approximately
105 connections in this area, with 99% of the water use attributed to residential and 1% attributed
to commercial. The service area is outside the Marana Corporate Boundary. The single well in
this system produces 350 gpm, with a 20 HP submersible pump. There are two storage tanks:
10,000 and 25,000 gallons, a 3,500 gallon hydropneumatic tank, and 7.5 and 10 HP booster
pumps. The distribution system consists of 18,400 feet of 4-inch and 6-inch diameter water
lines.
The maximum instantaneous demand for the Oshrin Park service area is 168 gpm. The capacity
of the booster pumps is approximately 350 gpm, with the smaller pump capable of providing the
maximum instantaneous demand. The two booster pumps provides redundancy. The storage
capacity in this system is 35,000 gallons, which is below the calculated average daily demand
capacity of 43,000 gallons. Neither the booster nor the storage system has excess capacity for
providing fire flow. The water mains are well looped, although the sizes would likely restrict the
delivery of fire flow in some areas. The well produces 350 gpm, which exceeds the 150% of
peak day demand requirement. There is only one well in this system, although there is a CMID
irrigation well available near the domestic well, which may be available for emergency use. The
critical issues in this water system include storage capacity, line sizing, and well redundancy.
There are a number of other water users and services on and around Cortaro Farms Road. The
Tucson Water service area extends to Cortaro Farms Road in the vicinity of Camino de Oeste.
This could provide a location for interconnection with the Y and Z Zones of the Tucson Water
system.
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Water Master Plan
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EEC Job #2010
4. 1.8 Falstadf Flats Service Area
The Falstaff' Flats service area is a 75 acre area west of 1-10 at Avra Valley Road, and is
illustrated in Figure 3. The service area is in the X zone, and currently contains only one
commercial connection. There is a single 50 gpm production well with a 5 HP submersible well
pump, and a 1,000 gallon hydropneumatic tank. There is a 10,000 gallon storage tank on site,
and two booster pumps. There are 2,100 feet of 3-inch distribution piping in this service area.
This water system is atypical of the TOMMWSD service areas, in that there is only one service
and it is a commercial connection. This water system is probably sufficient for serving the needs
of the one connection, however, it provides no reliability or redundancy. The system should be
re-evaluated before m~y residential connections are installed. In general, if serving a residential
area, this system should have as a minimum the required storage volume for the number of
residences it is to serve, a backup well, two appropriately sized booster pumps, and possibly a
larger hydropneumatic tank. This system would need additional storage, booster and well
capacity and larger pipe sizes if it were intended to provide fire flow.
4.2 Tucson Water
The Tucson Water system within Marana's future planning area, as interpreted for modeling
purposes, is illustrated in Figure 4. There is an essentially continuous Tucson Water system
from Sunset Road in the south, to the Redhawk Area in the north, as well as two isolated Tucson
Water systems within the future planning boundary. This backbone model shows only the major
water lines in the system, as interpreted by modeling staff at Tucson Water and Environmental
Engineering Consultants. The Tucson Water system modeled for this master plan was confined
to the area north of Sunset Road and west of Shannon Boulevard. One area to the northeast, near
Naranja Reservoir, falls outside these boundaries, but was included in the modeling, to avoid
creating an isolated system.
4.2.1 Continuous Tucson Water System Within the Marana Planning Area
There are eight active wells in the continuous Tucson Water area studied for this master plan.
These wells are described in Table 2, below. There are four reservoirs and one storage tank
within the continuous Tucson Water service area. There are also six booster stations, four of
which are located at the reservoir sites. The reservoirs and booster stations are listed in Table 3.
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Water Master Plan
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EEC Job #2010
Table 2 - Tucson Water Wells
Well ID* ADWR Location Capacity Year Notes
Well No. (gpm) Constructed
Z-7 619844 13-13-8 BAA 335 1960
Z-13 619849 12-13-31 CCC 672 1983
Z-14 505578 12-13-31 DCD 920 1984
Z-15 619851 13-13-6 DDD 958 1974
Z-17 619853 12-13-31 BAA 863 1980
Z-18 552119 12-13-30CAB 1215 1996 Serves 42-inch line to Oasis
Reservoir
C-117 504721 12-13-17 BCD 889 1983 Oasis Reservoir Site
C-120 523815 12-13-17 DAA 742 1989
Y-I 619942 12-12-22 CAA 708 1982 Peppertree Storage Tank Site
*Note: The letter that be ins each Tucson Water Well ID designates the pressure zone which the well serves
Table 3 - Tucson Water Reservoirs and Booster Stations
Reservoir Size Booster Capacity Booster Head
Facility Name (MG) (gpm) (feet)
Peppcrtree "Y" Zone 0.3 100,200,400,800 175
Reservoir and "Y" to "A"
Booster (Continental Ranch)
Thoraydale "Z" Zone 2
Reservoir
Oasis "A" Zone Reservoir 15 1750,1750,1750 220
and "A" to "C" Booster
Naranja "C" Reservoir and 4 500,700,1100,1400 220
"C" to "E" Booster
Redhawk "E" Zone Reservoir 2 250,500,900,1200 220
and "E" to "G" Booster
Orangewood In- line "A" to 75,130,210,310,900 185
"C" Booster
Thomydale In-line "C" to 220,500,600 220
"E" Booster
The Tucson Water service areas within Marana's future planning area are currently being
actively developed. New subdivisions are currently being constructed in the developments of
Redhawk (Dove Mountain) and Continental Ranch. Tucson Water has approved or is reviewing
water master plans for several communities in the Marana area, including Forest Cities, Hartman
Hills, Foothills and Tangerine Hills. The Town of Marana reviews these master plans, and
provides the designation of assured water supply. Where applicable, the pipe sizes in the future
hydraulic model were based on the information in these master plans.
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4.2.2 Tucson Water lsolated Systems Within the Marana Planning Area
There is a Tucson Water isolated system in the vicinity of Shannon and Overton, the BY system,
in Section 20 ofT12S, R13E. This system falls within the "B" pressure zone. This area contains
13 lots, and estimated population for this area is 40 persons. This system appears to contain one
65 gpm well, 7,000 gallons of storage, 850 feet of 6-inch water line and 800 feet of 4-inch water
line. There are reported to be booster pumps totaling 8 HP, but it is unclear how many booster
pumps this represents. The size of the hydropneumatic tank is undetermined. The system was
constructed in 1974.
According to the estimated population served, the maximum instantaneous demand for the BY
system is 92 gpm. It appears that the existing booster pumps are capable of providing this flow.
The current storage capacity is sufficient for the number of persons served. The well capacity is
sufficient for providing the required 150% of peak day demand. There is only one well in this
service area, which does not provide redundancy. The system is not capable of supporting fire
flows.
The BY system is currently within half a mile of other Tucson Water facilities, and if these
facilities expand into the area around this isolated system, the system could be interconnected.
This system is also essentially surrounded by the Metro Water service area, and if convenient,
could be interconnected to that company for emergency purposes.
There is a Tucson Water isolated system in the Marana area, the WC system, in Section 31 of
T11S, R11E, near the intersection of Luckett and Silverbell Road. This system falls within the
"W" pressure zone. Based on consumption data provided by Tucson Water, the estimated
population in this area is 180 persons. This system contains one well, capable of 120 gpm, a
10,000 gallon storage tank, and three booster pumps, with a total of 18 HP. The smallest booster
pump is capable of 50 gpm, and the two larger ones are capable of 180 gpm each. The size of the
hydropneumatic tank is undetermined. There are approximately 2400 feet of 8-inch water line
and 13,500 feet of 6-inch water line. The majority of this system appears to have been
constructed in 1973.
According to the estimated population served, the maximum instantaneous demand for the WC
system is 235 gpm. The booster pumps are capable of providing this flow, with enough extra
capacity to allow one pump to be out of service. The current storage capacity is below the
estimated requirement of 25,000 gallons. The well capacity is sufficient for providing the
required 150% of peak day demand. There is only one well in this service area, which does not
provide redundancy. The system is well looped, and the pipe sizes are sufficient to handle fire
flows. However, the storage and booster capacity would need to be significantly increased to
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allow for fire flows. Storage capacity and well redundancy appear to be the critical issues in this
water system.
The WC system is within two miles of both TOMMWSD service areas, and a Tucson Water
isolated system which is outside the Town of Marana planning area. It is possible that one of
these systems may eventually expand into adjacent areas and this may permit an emergency or
permanent interconnection.
4.3 Lyn-Lee Water Company
The Lyn-Lee Water Company covers approximately 310 acres near Trico-Marana Road and
Grier Road, and serves 60 residential customers. The service area is illustrated in Figure 3 This
water system falls within the "W" pressure zone. There is one 95 gpm production well, and a
backup well with a capacity of 125 gpm. The system contains a 5,000 gallon hydropneumatic
tank, and no storage tanks or booster pumps. The water demands are served directly from the
hydropneumatic tank connected to the well. The distribution system consists of approximately
13,000 feet of distribution piping, 6-inch and smaller.
The maximum instantaneous demand calculated for this system is 120 gpm. There is no storage
or booster capacity as a part of this system. It appears that the production well used currently
would have difficulty meeting this demand, without using some of the hydropneumatic tank
capacity. Engineering criteria indicate that this service area should have a minimum of 25,000
gallons of available storage. If storage and booster pumps were added to this system, the existing
well capacity would be sufficient, because it is capable of providing at least 150% of peak daily
demand. The water system is not capable of providing fire flow. The water lines in system
appear to be adequately looped. The critical issue in this system is lack of storage capacity.
The Lyn-Lee water system is within less than one mile of the TOMMWSD Marana service area.
Interconnection between these two water systems would be possible, and may come about
naturally as Marana expands and greater areas are served by the TOMMWSD system. If these
systems were interconnected, this would allow the Lyn-Lee service area the benefit of the storage
capacity available in the MaranaYHonea service areas. However, the storage capacity in those
areas is less than desirable at this time, and the addition of more services without the creation of
more storage capacity would worsen the situation.
4.4 Tortolita Wells, Incorporated
Tortolita Wells is a water cooperative covering 380 acres north of Tangerine Road at Camino de
Oeste, and is illustrated in Figure 3. This water system falls within "D' and "E" pressure zones.
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Water Master Plan
June 24, 1998
EEC Job #2010
Tortolita Wells currently serves three residential connections, although there are 40 unused
residential connections in the water system. There is a 25 gpm production well at the well site.
There is a storage site with a 20,000 gallon storage tank, two 3 HP booster pumps, and a 3,000
gallon hydropneumatic tank. There is also an unequipped well at this site. There are
approximately 9,600 feet of PVC distribution piping, 6-inch in diameter and smaller.
Because the Tortolita Wells system currently serves only three residences, this situation would
not require the full resources of the system. Instead, the maximum number of possible
connections will be analyzed. With 43 active connections, the maximum instantaneous demand
for the Tortolita Wells would be 96 gpm. The capacity of the booster pumps is approximately 85
gpm each, which would not quite meet instantaneous demand if one pump were out of service.
The storage capacity in this system is greater than the calculated requirement of approximately
18,000 gallons. Neither the booster nor the storage system has excess capacity for providing fire
flow. The water mains are adequately looped, although the sizes would likely restrict the
delivery of fire flow in some areas. The well production is approximately equal to 100% of peak
day demand requirement. There is one unequipped well which could be used in an emergency,
but it is always best to have an active well available for backup. Important issues in this water
system include welt redundancy and booster capacity, although these issues do not appear
critical.
Tortolita Wells does not appear to be in a convenient location for interconnection to any other
systems existing in the area. The Tucson Water line serving the Redhawk development runs
along the north side of this property, but, as a protected main, this line cannot be used for
purposes other than delivering water to Redhawk. The population in the surrounding sections are
projected to increase dramatically in the next 20 years, which may provide opportunities to
intemormect this system in the future.
4.5 Logan Hills Water Company
The Logan Hills Water Company service area encompasses approximately 1600 acres, and is
illustrated in Figure 3. There are currently 40 customers in the developed area, with plans to
develop another 120 lots in the future. Service is provided by two wells, the Abington Road
Well and the Silverbell Well, providing approximately 50 gpm each. The Abington Road well
site also has a 5 HP, 42 gpm booster pump, 1,500 gallon hydropneumatic tank, and a 20,000
gallon in-ground concrete storage reservoir. The Silverbell well site is equipped with a 3,000
gallon hydmpneumatic tank. The distribution system consists of 9,600 feet of small diameter
galvanized steel pipe.
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Water Master P/an
June 24, 1998
EEC Job #2010
New development is planned for 120 single family homes within the service area of Logan Hills
Water Company. The Logan Hills system must be expanded to accommodate this new
development. The developer has been in contact with the TOMMWSD regarding conveyance of
the existing and new portions of the water system to the TOMMWSD. The following upgrades
to the Logan Hills system have been proposed as a part of that conveyance: a new 6-inch water
line will be constructed along Belmont Road, to connect the two Logan Hills wells to the
existing 100,000 gallon storage tank at the Picture Rocks service area. The existing Silverbell
well site will he modified to include a new hydropneumatic tank, pop-off valve, and well vent,
and an enlarged concrete well slab. The Albington well will be equipped with a new pump to
increase capacity and head. The electric panel and concrete well slab will be upgraded, the
20,000 gallon storage tank will be abandoned, and the booster station will be removed. A new
"modified A" pressure zone booster station and 40,000 gallon storage tank will be built, and a
bypass will be provided from the booster station to the new 6-inch main, complete with an
actuated valve and a pressure reducing valve. The time frame for this construction had not been
determined at the time of this report.
The interconnection between Picture Rocks and Logan Hills would help to alleviate some of the
water supply issues of immediate concern to the Picture Rocks system. This proposed
interconnection would not immediately solve the problems with service pressure in some areas of
Picture Rocks, or incompatibility with Tucson Water pressure zones. This proposal ties up any
extra available storage the TOMMWSD might have used for fire flow capacity in the Picture
Rocks system.
4.6 Other Water Companies
There are a number of water companies or cooperatives within the future planning boundary
which have not been examined as a part of the inventory. The Avra Water Company, Marana
Water Service Company, and portions of the Town of Oro Valley water system fall partially
within the future planning boundary, but were excluded from the inventory. At present, there are
no plans by the TOMMWSD to obtain or operate these systems within the next 20 years.
Additionally a number of small water systems and cooperatives were excluded from the
inventory, including the Tierra Linda Homeowners Association, Gator Water, Coyote Lane, Hum
Water Company, Twin Peaks HOA, and Lazy Bones RV Resort. It is important to note that
these water systems do fall within the future planning boundary. However, due to the size, of
these systems, it has been assumed that any equipment and infrastructure obtained by the Town
of Marana during the acquisition of these systems would not be a significant part of the
TOMMWSD system, for purposes of planning or modeling. Equipment and infrastructure of
these system are not included in the hydraulic modeling, although the service areas of these water
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companies are included in the future conditions hydraulic modeling as if their customers are to
be served by the Town of Marana Municipal Water System Department.
4.7 Town of Oro Valley Water
A portion of the Canada Hills service area, part of the Town of Oro Valley water system, lies
within the Town of Marana's future planning boundary, in Sections 23, 24 and portions of 25 of
T12S, R12E. The service area consists of a medium to high density residential area. The
TOMMWSD does not intend to acquire this water system, but if the TOMMWSD system
extends into adjacent areas, this service area may be tied into the TOMMWSD for purposes of
backup or wholesale purchase of water. Demands due to the Canada Hills service area was
included in the future system hydraulic model.
4.8 Other Water Sources
In addition to the wells that were described individually in the sections above, there are a number
of other wells of interest in the Marana area. There are numerous Cortaro-Marana Irrigation
District/Cortaro Water Users Association (CMID/CWUA) wells scattered across the Marana
area. The TOMMWSD has entered into an Intergovernmental Agreement with CMID, based on
the potential for future use of these wells. According to this agreement, as the irrigation wells
are no longer needed for agricultural purposes, the wells may become available for domestic use.
There are 31 CMID wells throughout the Marana planning area that were identified as potentially
useful wells for the purposes of this master plan. The total capacity of these CMID wells is
approximately 64,000 gpm. The CMID wells are listed in Appendix C, Well Summary.
There are a number of other privately owned wells in the Marana area which are of interest in the
master planning eflbrt. TOMMWSD anticipates buying or operating several of these wells, for
use to supplement the existing water supply, or to retire the water rights for purposes of water
adequacy. These wells-of-interest include those belonging to Hum Water Company and
Shamrock Farms, among others. The Miscellaneous Wells of interest are listed in Appendix C,
Well Summary. All the water sources listed in Appendix C, Well Summary, are shown in Figure
5, Existing Well Location Map.
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Water Master Plan
June 24, 1998
EEC Job #2010
5.0 COST FOR DELIVERY OF WATER
Some of the commonly used methods for calculating water charges include:
· Flat Rate - Constant charge per unit water used (may or may not be metered)
· Increasing Block Rate - Rate increases as usage increases (encourages conservation of water)
· Decreasing Block Rate - Rate decreases as usage increases (encourages business
development)
· Seasonal Rates - Rate varies depending on season of the year
In addition to the above charges, there are various meter installation fees, development fees, and
miscellaneous charges applied by the water company or cooperative.
The billing methods and any other charges are discussed below for each of the water companies
in the inventory. Service line and meter installation charges for each water company or
cooperative included in the inventory are shown in Table 4. The water delivery charges are
summarized in Table 5. Miscellaneous service charges are billed as shown in Table 6.
Information is current as of October 1997.
5.1.1 Town of Marana, Water Department
TOMMWSD assesses a minimum monthly charge for the first 1,000 gallons, based on the
service connection size, and a flat rate for each additional 1,000 gallons. These charges are
shown in Table 5.
5.1.2 Tucson Water
Tucson Water uses a combination of methods for calculating water costs including; (1) a
minimum monthly charge based on service type, (2) a combination of fixed and increasing block
rate for water use, and (3) a summer seasonal surcharge. The total charge for water service is the
sum of the monthly minimum charge, the water use charge, any applicable summer surcharges,
CAP charge, and any applicable isolated area service charge. The monthly minimum charge for
each size service is shown in Table 5. Due to the complexity, the monthly water use charge for
each type of service is shown separately, in Table 5a.
In addition to the charges in Tables 5 and 5a, during the summer months, a summer surcharge of
$0.95 per 100 cubic feet (ccf) is applied to multifamily, submetered mobile home parks,
commercial, and industrial services for all water used in excess of the average water use during
the winter months. The summer months are defined as May through October while the winter
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months are November though April. Additionally, if any of these listed services uses water in
excess of 150% of the winter months, they are charged an additional summer surcharge of $0.25
per 748 gallons on this excess usage. The CAP Charge ($0.02 per 748 gallons) is added to all
Tucson Water customer's monthly bills. Many of the accounts in the Marana area are charged an
additional Isolated Area Service Charge of $0.35 per 748 gallons.
5.1.3 Lyn-Lee Water Company
Lyn-Lee Water Company assesses a minimum monthly charge for the first 1,000 gallons, based
on the service connection size, and an increasing block rate for each additional 1,000 gallons.
These charges are shown in Table 5.
5.1.4 Tortolita Wells Inc.
Tortolita Wells is a cooperative of homeowners and landowners in the service area. Each
member of the cooperative pays a $20 monthly fee for operation and maintenance of the system.
There are no charges for water volume.
5.1.5 Logan Hills Water Company
Each service connection is assesses a minimum monthly charge for the first 1,000 gallons, based
on the service connection size, and a fixed rate for each additional 1,000 gallons. These charges
are shown in Table 5.
5.1.6 Oro Valley Water
Town of Oro Valley Water has different rate schedules for "City" Customers and "Non-City"
customers. The "Non~City" rates are discussed in this document since they apply to the Canada
Hills area. Each service connection is assesses a minimum monthly charge for the first 2,000
gallons, based on the service connection size, and a fixed rate for each additional 1,000 gallons.
These charges are shown in Table 5.
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EEC Job #2010
Table 4 - Line and Meter Installation Charges
Service Size
Town of Marana $600 $600 $1,I00 $1,900 $2,700 * * * *
Municipal Water
System Department
Tucson Water $1,220 IqA $1,270 $1,540 $1,770 *** *** *** ***
Lyn-Lee Water Co. $317 $352 $402 $597 $1,487 $1,927 $2,822 $3,416 $5,497
Tortolita Wells Inc. NA NA NA NA NA NA NA NA NA
Logan Hills Water Co. $150 $150 $200 NA NA NA NA NA NA
Oro Valley Water $975 $1,443 $2,378 $4,725 $7,440 $13,875 $23,475 N/A $43,750**
* Installation cost for metered service connection shall be the Town's actual cost including labor, materials,
and administrative costs
** Plus actual meter installation cost
*** Written Quote
Table 5 - Monthly Water Delivery Charges for Minimum Volume and Additional Volumes
Water Company or Cooperative
TOMMWSD Tucson Lyn-Lee Logan Hills Oro Valley
Water
Volume first 1000 fixed fee* first 1000 gallons first 1000 first 2000
Service Size gallons gallons gallons
5/8" x h" $14.00 NA $17.80 $15 $9.75
~" $14.00 $5.20 $26.25 $15 NA
1" $34.00 $6.25 $43.75 $15 $24.38
I ½" $37.00 $8.60 $87.5 NA $48.75
2" $43.00 $11.00 $140.00 NA $78.00
2 ½" NA $15.00 NA NA NA
3" $58.00 $22.00 $262.50 NA $156.00
4" $102.00 $37.00 $437.50 NA $243.75
5" $152.00 NA $658.60 NA NA
6" $202.00 $61.00 $875.00 NA $487.50
8" NA $93.00 NA NA $702.00
10" NA $126.00 NA NA NA
12" NA $153.00 NA NA NA
Additional $2.55 per See Table 5a, $3.00 per 1000 gal up $1.55 per $1.71 per
Volumes 1000 gallons below to 20,000 gal, then 1000 gallons 1000 gallons
$4.95 per 1000 gal
* Tucson Water char ;es a fixed monthl, fee that is inde }endent of water use. Additional water use charges, g~ven
in Table 5a, are added according to volume used.
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Table 5a - Tucson Water Volume Charges
Cost per 100 cubic feet (748 gallons)
Service Type f°r0-3ccf I 3-15ccf 15-30 I >30CCfccf
Residential, included in $1.60 $2.56 $3.20
Duplex, Triplex monthly charge,
Table 5
Multifamily, $ 1.34 $1.34 $1.34 $1.34
Submetered Mobile
Home Parks
Corn mercial $1.29 $1.29 $1.29 $1.29
Industrial (> 5 MG $1.09 $1.09 $1.09 $1.09
per month) and
TUSD
Table 6 - Miscellaneous Service Charges
Water Compauy or Cooperative
Service Charge TOMMWSD Tucson Lyn- Logan Oro
Water Lee Hills Valley
Establishment $19 $10 $30 $10 $15
Establishment / After Hours $45 $10 $50 $10 $50
Reconnection / Delinquent $19 $20 $55 $15 $25
NSF Check $12 $30.21 $15 $10 $15
Meter Reread / If Correct $35 $10 $20 $10 $15
Meter Test / If Correct $40 $55 $35 $35 Cost
Deferred Payment (Per Yr.) 1% 6%
Deposit Interest (Per Yr.) Per role 6%
Deposit $50 - $ 110'* $0 res./*** Per role $35 2 x Bill
Reestablishment within 12 Mo. $10 * $75
Months off the system times the minimum monthly charge
Increasing scale based on service size
Commercial - $100 minimum, evaluated on individual case basis
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Water Master Plan
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EEC Job #2010
6.0 WATER QUALITY
Available water quality data specifically related to each water company was presented in the
System Summaries and Evaluations, Section 4.0. The following information is a discussion of
general water quality concerns as they apply to water sources in the Marana area.
The quality of groundwater in the Town of Marana futura planning area is suitable for most uses
and generally meets most drinking water standards. Although groundwater quality over most of
the area is good, in localized areas it has been degraded as a result of human activities.
Groundwater contamination is generally produced by land uses that generate contaminants that
percolate through the soil to the aquifer. Land uses that can or have lead to groundwater
contamination in the area are wastewater treatment facilities, septic systems, animal
impoundments, irrigated turf and agricultural areas, landfills and wildcat dumps, gravel and
borrow pits, leaking underground storage tanks, industries, and air transportation facilities.
In the Town of Marana future planning area, nitrate MCL and total dissolved solids SMCL
exceedences have been recorded in groundwater near and along the Santa Cruz River. Nitrate
was also the most frequently reported groundwater contaminant that exceeded MCLs for
drinking water in public supply wells. All public drinking water wells in the Town of Marana
planning area with unacceptable water quality have been taken out of service, or adequate
treatment has been provided before distribution. In some instances, blending of water has been
required to reduce large concentrations of nitrates. Well reconstruction to seal the top portion of
the well has also been effective for reducing nitrates, in some cases. Wastewater treatment
facilities, septic tanks, feedlots, and irrigation are likely sources of large nitrate concentrations in
groundwater in the area. Nitrate is not significantly attenuated in the vadose zone, and therefore
is transported to groundwater with little or no change.
6.1 Issues of Concern
6.1.1 Treated Effluent
Treated effluent may contain nitrate, metals, trace organic compounds, and pathogenic
microorganisms. Wastewater contributes to groundwater and/or surface water contamination
when surface impoundments are not lined, liner failure occurs, wastewater discharges are large,
discharges have occurred over long periods of time, soils are too permeable or have low
attenuation properties, and/or shallow groundwater is present.
The Santa Cruz River has received sewage effluent on an intermittent basis since 1928. As a
result of sustained releases since 1970, the Santa Cruz River channel has been continuously
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June 24, 1998
EEC Job #2010
wetted from the Ina Road wastewater treatment facility outfall to the Rillito Narrows and beyond
into Marana Area. In 1993, about 50 million gallons per day (MGD) of treated effluent were
discharged to the Santa Cruz River. A planned expansion of the Roger Road Wastewater
Treatment Facilities and Ina Road Water Pollution Control Facility will increase the two plants'
treatment capacities to about 78 MGD.
Within the Marana area, Cortaro-Marana Irrigation District (CMID) is the primary user of treated
sewage effluent for irrigating crops. Since 1978, CMID has used on average 2,750 acre feet per
year of treated effluent. An effluent/groundwater blend has been distributed to most of the
District's lands. In the Cortaro area, reclaimed effluent is used to irrigate two golf courses.
Wastewater sludge, a byproduct of the wastewater treatment process has been used for
application to farm lands in the area. Approximately 29,440 tons of sludge have been applied to
agricultural land in the area since 1984. ADEQ has approved 18,785 acres of land in the area for
application of sludge as a soil amendment. Use of wastewater sludge as a soil amendment and
fertilizer may contaminate soil and water with pathogens, metals, and toxic organic compounds.
6.1.2 [rrigated Agricultural and Turf Areas and Animal Impoundments
Land in the Marana area has been intensely irrigated along the Santa Cruz corridor since at least
1922. Horticultural chemicals and soil amendments used to increase plant production can be
potential sources for groundwater contamination. Horticultural irrigation return flow can impact
groundwater in three ways: (1) it may be a significant source of groundwater recharge; (2) it can
be a potential source of large concentrations of nitrates from nitrogen based fertilizers and
dissolved solids through evaporative enrichment; and (3) it can potentially transport organic
chemicals and microorganisms (if reclaimed effluent is used) into the subsurface. Groundwater
contamination from irrigated agricultural and turf areas is a function of the chemical composition
of the irrigation water, types and application rates of fertilizers and pesticides, evapotranspiration
rates, moisture storage capacity of soil, and run off.
Irrigated turf facilities are potential sources of nitrogen, dissolved solids, pesticides, and
microorganisms (if reclaimed waste effluent is used). Animal impoundments are potential
sources of nitrogen, ammonia, pathogenic microorganisms, dissolved solids, and metals and
metalloids.
6.1.3 CAP Water
After treatment, Colorado River water provided through the Central Arizona Project (CAP) could
meet all primary State and Federal MCLs, but its chemistry is different from the chemistry of
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groundwater in the area. The concentrations of sodium, dissolved solids, and hardness found in
CAP water are generally more than twice that of local groundwater supplies. The Pima
Association of Governments (PAG) has concluded that concentrations of dissolved solids in
CAP water will not have a significant impact on wastewater treatment facilities and artificial
recharge projects. The report indicates that wastewater from CAP water will be suitable for
irrigation of most crops and landscape plants.
6.1.4 Landfills/Wildcat Dumps
Landfills include sites where waste has been covered by dirt. Wildcat dumps include sites where
waste has been dumped on the ground, usually in an area not permitted for dumping. Hazardous
waste storage sites include sites where drums or tanks were stored on the property. Closed
landfills and wildcat dumps may have received potentially toxic materials such as construction
debris, household waste, and industrial waste that could affect groundwater quality. Landfills
and disturbed areas in the Marana area should be of concern because other landfills in Pima
County have been associated with organic compound contamination of groundwater.
Historically, sand and gravel pits located near stream courses have been reused for waste
disposal. The placement of potentially hazardous waste near or in stream courses increases the
possibility that leachate will reach groundwater.
6.1.5 Industries and Air Transportation Facilities
Airports and landing strips can be potential sources of contamination from leaking underground
storage tanks and pesticides associated with crop dusting activities. Industries and air
transportation facilities in the Marana area should be of concern because other industries and air
transportation facilities in Pima County have been associated with organic compound
contamination of groundwater. Industrial storage and disposal practices can pose a significant
threat to surface and groundwater. Many industries in the Marana area use, store or dispose of
hazardous material and/or hazardous waste. Industrial facilities generally occur along both
Interstate 10 and the Union Pacific Railroad, which follow the Santa Cruz River through the
valley.
6.1.6 Leaking Underground Storage Tanks (LUSTs)
PAG has identified 34 current and historic Underground Storage Tank (UST) facilities in the
Marana area, of which six have been identified as LUSTs. All of the known LUST sites in the
Marana area are associated with motor fuel and petroleum storage. PAG has concluded that
though numerous, LUSTs have had a relatively minor impact on public drinking water supplies
in the Tucson area.
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Water Master Plan
June 24, 1998
EEC Job #2010
6. I. 7 Septic Systems
Septic system effluent is the largest reported source of pathogenic microorganism contamination
in groundwater that results in disease outbreaks in the United States. Septic tanks represent
potential sources of nitrates, microorganisms, and trace organic compounds from household and
commercial cleaners, and may contribute to large concentrations of dissolved solids in
groundwater in the immediate vicinity of the tanks. Contamination is most common in areas
with permeable soils, such as those found associated with alluvial materials.
6.1.8 Land Subsidence
Land subsidence should be of concern because it can affect the integrity of wells. Improperly
sealed wells can be contaminated by surface water or impacted shallow aquifers that would not
enter a properly sealed well.
6.2 Marana Area Ambient Groundwater Quality
The Town of Marana future planning area is effectively divided into two groundwater basins by
the Rillito Narrows near Rillito, Arizona. At the Narrows, relatively shallow bedrock forms a
constriction to groundwater flow between the Marana and Cortaro areas, resulting in differing
groundwater quality in the two areas. For this reason, the Marana and Cortaro ambient
groundwater quality are discussed separately.
6.2.1 Major Cations and Anions
The dominant cations in the Marana area are calcium and sodium. The dominant anions are
bicarbonate, chloride, and sulfate. The dominant major ions in Marana area groundwater are
calcium, sodium, and bicarbonate, with calcium being the more dominant cation. Hardness in
groundwater in the Marana area ranges from about 63 to 287 milligrams per liter (mg/L) and
dissolved solids ranges from around 200 to 580 mg/L. Values of dissolved solids greater than
1,000 mg/L have been reported. Specific electrical conductance, chloride, and nitrate from water
wells in the Marana area were generally higher for wells with total depth less than 450 feet below
land surface than for wells with depth greater than 450 feet below land surface.
The only noteworthy exceedence of primary drinking water standard MCLs in the Marana area
for inorganic constituents are for nitrate. Wells in the area have been reported to exceed the
nitrate primary MCL of 10 mg/L (as N), and/or the SMCL of 500 mg/L for dissolved solids. In
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the Marana area, stream channel recharge of sewage effluent and irrigation return flow contribute
to large concentration of nitrate in shallow groundwater near the Santa Cruz River.
6.2.2 Trace Organic Compounds
Limited sampling results indicate that public supplies in the area are free of selected trace organic
compounds normally associated with industrial pollution.
6.2.3 Metals and Metalloids
The only noteworthy exceedences of primary drinking water standard MCLs in the Marana area
for inorganic constituents other than nitrates are for the metals beryllium, cadmium, lead, and
nickel. All subsequent samples have been below MCLs. Exceedences of SMCLs for iron and
manganese have been reported.
6.3 Cortaro Area Ambient Groundwater Quality
6.3.1 Major Cations and Anions
Groundwater quality in the Cortaro area is characterized by large spatial and temporal variability
in concentrations of selected ions in wells. Three water quality zones have been identified in the
Cortaro area: (1) a zone of high quality groundwater in the eastern portion of the area; (2) a
zone of poor quality groundwater paralleling the Santa Cruz River floodplain; and (3) a zone of
intermediate groundwater quality to the west near the Tucson Mountains. Large concentrations
of chloride, fluoride, sodium, sulfate, and nitrate occurred in the poor water quality zone along
the Santa Cruz River. These large concentrations can be partly attributed to the upward
movement of deep groundwater along the Santa Cruz and associated faults.
In the Cortaro area, a zone of high nitrate concentrations (greater than 20 mg/L as N) occurred in
groundwater along the Santa Cruz River. Highest nitrate concentrations occurred down gradient
of the Roger Road Waste Treatment facility, which discharges effluent to the Santa Cruz. Nitrate
concentrations greater than 10 mg/L as N have also been noted below lands irrigated by sewage
effluent. It has been concluded that synthetic fertilizers have not been an important source of
nitrate in the Cortaro area. Recent studies have shown that nitrate concentrations in most of the
groundwater are within drinking water MCLs.
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Water Master Plan
June 24, 1998
EEC Job #20t0
6.3.2 Trace Organic Compounds
Groundwater in the vicinity of Camino del Cerro Road and Interstate 10 contains organic
compounds and high concentrations of nitrate. The extent of the organic contamination is
considerably less than the extent of the nitrate contamination. Presently, the area of organic
contamination appears to be confined to the eastern half of section 17 Township 13 South, Range
13 East. The source of these contaminants has not been positively idemified, but the E1Camino
Del Cerro Landfill has been identified as a contributing source. Organic compounds have also
been found in wells near the Ina Road Landfill and the Silverbell Landfill.
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Water Master Plan
June 24, 1998
EEC Job #2010
7.0 EXISTING AND FUTURE SYSTEM MODELING
7.1 Existing System Model
The existing water systems in the Town of Marana Future Planning Area consist of a number of
separate water companies and service areas. The purpose of the existing system model was to
create a framework on which the future system could be built and integrated. Because the
majority of the mains in the existing systems are small diameter mains, each of the existing water
systems is represented by a skeleton system. As such, the existing water systems were not
modeled in their entirety, but in enough detail to provide the nodes for interconnections and
analysis in the future system modeling. The model results for the existing systems are presented
in Appendix D, Existing System Model Results. A figure illustrating the future system hydraulic
model is also presented in Appendix D, Existing System Model Results.
The modeling for the Town of Marana Water Master Plan was performed using H2ONet, which
uses the EPANet data format, with a graphical, AutoCAD compatible interface. The method of
modeling wells and booster pumps was that of a fixed elevation reservoir, with the water surface
at the elevation that represents the pressure at the operating point. A flow control valve was used
in the modeling to keep the flow from the "reservoir" from exceeding that which the pumps
could produce. The majority of the water lines that were modeled were 8-inch and larger,
although small diameter mains were modeled, if the system consisted of only small diameter
mains. The demands determined for each portion ora system were assigned to the node adjacent
to that area. In this way, individual demands on small water lines have been assigned back to the
closest node on a major distribution line. The existing water systems were modeled at maximum
instantaneous demands, with the exception of Tucson Water, which was modeled at peak day.
The Tucson Water system was modeled in this manner due to the availability of peak day
demand data from the Tucson Water Planning and Engineering Division modeling group. Fire
flows were not modeled for the existing systems.
7.2 20-year Population Projections
The 1998 population within the town boundaries of Marana is 9,464 persons, based on July 1,
1996 estimates prepared by PAG. The area for which the future population was estimated for
water system master planning extends outside the Town of Marana boundaries. The population
estimate area is bounded by La Cholla Road to the east, Camino Del Cerro to the south, Trico-
Marana Road to the west, and the Pima/Pinal County boundary to the north.
EEC researched several indicators to determine future population growth potential for purposes
of master planning the water system. These include Specific Area Plans (SAPs) on file with the
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EEC Job #2010
TOM Planning Department, PAG population growth projections by census tract and
transportation analysis zones, and the TOM General Plan document.
It must be noted that these indicators are all based upon different assumptions for future growth.
Factors such as land ownership, infrastructure, community improvements, new roads, flood
protection, sewer service, and other variables can not be fully accounted for in any of these
potential models. The specific plans on file with the TOM are more or less based upon financial
expectations of investors speculating on the future development potential of their particular piece
of property. These expectations may or may not happen in any particular order or time schedule.
The proposed densities tend to be typically higher than those granted by final plat. In addition,
the likelihood that these SAPs will be completely adsorbed into the community within the next
20-year planning horizon is questionable. Therefore, when evaluating growth patterns the
specific plan data was accounted for by reviewing their general transportation corridors and
locations of higher densities.
The TOM General Plan provides guidelines for development based upon a wide variety of
physical and environmental factors. These guidelines more or less indicate the highest and best
use of that particular land area shown in the plan. The plan makes no attempt to determine
whether these densities will be achieved during the 20-year horizon of this master plan.
The PAG population projections are based upon forecasts prepared by the Marana jurisdiction for
the Population Planning Committee. The PAG Transportation Planning Division used census
information (1990 and 1995) and the population forecasts to estimate the population distribution
for the year 2020. The population distributions are modified, as necessary, according to current
and proposed land uses, constraints due to land feature, proposed school sites, field observations
and a number of other factors. These projections are the basis for the water system sizing in this
report. In accordance with the PAG projections, this master plan assumes that the TOMMWSD
water system will serve a population of approximately 150,000 people at the 20-year planning
horizon. These transportation analysis zone population estimates have been used to distribute
water demand to various nodes in the 20-year hydraulic model. These demographic projections
have been applied to the water planning map and arranged to represent the densities in different
areas as given in the Specific Area Plans and Marana General Plan. The PAG transportation
analysis zone data and map for the Marana area are presented in Appendix E, Future Population
and Demand Information.
It is important to realize that the 20-year horizon for this master plan does not represent the full
extent of growth in the Marana area, or the ultimate size of the water system. The water system
sizing is based on currently available information about the future population, and this
information will change as plans for future development are created and abandoned. This can be
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compensated for by periodic review of the Water Master Plan to spot these trends and make
appropriate adjustments in the plan as it becomes necessary.
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7.3 General Overview - Future System Modeling
The existing system model, along with the proposed locations of future roadways and population
centers was used to determine which areas within the Marana planning area would be included in
the future system modeling. The Town of Marana General Plan presents a concept called the
"urbanizing boundary", which describes the outer limits for economical municipal service
extensions in the foreseeable future. Areas outside the urbanizing boundary would generally be
reserved for agricultural or open land uses, or residences on lots of one acre or larger. It was
assumed that the municipal water system would be confined to the area inside this urbanizing
boundary, and therefore this is the extent of the future system modeling. The Palo Verde service
area and Tucson Water's outlying system were shown in the existing system model, but have not
been included in the future modeling scenarios due to their locations outside the urbanizing
boundary.
Three future water service scenarios were modeled for purposes of the master plan. The water
source for each of the three models is different, resulting in a different configuration of piping,
boosters and storage. In reality, the future water system in the Town of Marana could be
comprised of any combination of the three scenarios.
The modeling scenarios are represented in this master plan as an overview schematic. The
overview schematic presents information about the facility sizing and operation of the water
system, showing the major components of the water system - reservoirs, booster stations,
pressure reducing valves and transmission lines.
The pipe sizes determined in the modeling are representative of a total pipe size needed in an
area to transmit water effectively, based on the assumed demand in that area. The water lines
that are constructed may actually be a number of smaller lines spread throughout the area, that
together have the same effect as one larger pipe. This means, when an actual master plan is
proposed, the TOMMWSD must examine that proposed water lines and determine if the layout
produces essentially the same end result as those pipelines shown in the modeling. If indeed, the
water can be transmitted effectively by the proposed configuration, that configuration would be
an acceptable alternative.
The fire flow assigned to most areas was 1500 gpm, because there will be commercial areas in
the zones that warrant this flow. In the "H/I" zone of Redhawk, and in the Picture Rocks area, a
fire flow of 1000 gpm was used, because those areas are anticipated to be residential only. A fire
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flow of 2000 gpm was used for the "E/F' zones of the Redhawk area, due to fire district
requirements for serving the golf course clubhouse.
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7.4 Distributed Source - Model Scenario 1
The first modeling scenario is a distributed soume model that relies on wells in existing water
systems, as well as domestic use of many existing CMID irrigation wells. The water sources are
distributed throughout the lower zones, and can be used directly or stored in those zones. The
water is lifted from those sources to the higher reservoirs and booster stations. This modeling
scenario follows the operation concept as described in Section 3.0, with a combination of
"ground" storage near the water sources, and "zone" storage at higher elevations. The wells used
in this scenario are those described in Section 4.0, System Summaries and Evaluation, and listed
in Appendix C.
The schematic showing the layout of this scenario is presented as Figure 5. The demands are
given in the rounded boxes. These demands represent peak daily demands, because peak day
values (plus fire flows) are used to size reservoirs and booster stations. The peak hour demand
would have been used to size the booster station, if it was larger than the peak day plus fire flow
(see Appendix A). The calculated sizes of reservoirs and booster stations is based on the
distributed demands, and is shown on the schematic for each facility. If there is an existing
facility, the current size is given, and outlined for clarity.
Because there are distributed water sources, continuous areas with sufficient well capacity to
serve their own needs could be operated independently, and do not need to be hydraulically
connected to the rest of the system. The Marana "town center", in "X" and "W" zones, could be
operated in this manner. Although this area spans portions of two Tucson Water zones, the
elevation difference is such that it could be operated as a single zone without creating excessive
pressures in the lower areas. The existing Tucson Water "Z" zone system served by the
Thomydale Reservoir could be operated in the same manner, if the Tucson Water wells in the
area continue to be used as sources. In order to serve the adjacent "A" zone, water could be
pumped with a low head booster station, or could be provided by gravity from a new "A" zone
reservoir. Supplemental water sources may be needed in the next 20 years if this area is to
remain isolated. La Puerta del Norte and Saguaro Springs are "X" zone areas that could be
interconnected with Continental Ranch, or could operated independently. In this scenario, these
areas are shown as independent.
The water sources (including CMID irrigation wells) available within the modeled areas have
capacity in excess of that required on the schematic. If the CMID wells are available as needed,
new wells would not be required. However, most wells would need to be reconditioned, by
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lining, before domestic service could be initiated. If the CMID wells are not available, new wells
would have to be constructed.
The volume of each reservoir has been calculated by determining the peak day demand of the
areas which the reservoir serves. For "zone" storage, the area served will be the two zones
immediately below the reservoir. For "ground" storage, the area served is the zone in which the
reservoir is located. It is assumed that the "ground" storage volume required is divided into a
number of small capacity tanks. Conversely, the "zone" storage volume would be located in a
few large capacity reservoirs. This allows the TOMMWSD to make use of existing storage
tanks, and reduces the length of transmission mains in large, relatively flat areas, while taking
advantage of gravity flow in the hillside areas.
The reservoirs shown in the "W", "X", and "Y" Zones are "ground" storage. If there is sufficient
excess well production capacity in these areas, the required storage in these areas could be
reduced. The new "Y" Zone reservoir is sized to provide the peak daily flow of the "Z" zone
downhill. This reservoir also functions as a forebay for the 12,050 gpm booster pump station
that serves the entire upper portion of the water system. On a peak demand day, without fire
flows, this 4 million gallons (MG) reservoir could be emptied in less than five hours. Storage
capacity moved from the Continental Ranch area to the Hartman area would still serve
Continental Ranch by gravity, but would provide excess forebay capacity for the high head
booster station.
The location and required capacity of booster pump stations is presented on the schematic. The
high head pump stations are those that pump from a source (well or reservoir) to another
reservoir or demand two zones above. The high head pump stations are sized according to the
sum of the peak daily demand for all zones uphill of the reservoir. This sizing will allow those
pump stations to keep uphill reservoirs from becoming depleted during peak day demand. The
low head pump stations are those that provide enough pressure (40 psi) to serve one zone. There
will usually be one high head pump station and one low head pump station associated with a
single reservoir. The low head pump station can be located at the reservoir site, or can be an in-
line booster station located within the distribution system. Fire flow demands are included in the
booster station sizing. The fire flow used for most booster stations was 1500 gpm. If another
fire flow capacity was used, the fire flow is shown on the schematic near the pump symbol.
Sizing of water lines was accomplished by creating a hydraulic model of the scenario. Existing
pipe sizes, as assembled for the existing system model, were used in the future system model in
all applicable locations. The size of existing mains was not altered during the course of the
modeling, except for mains less than 8" in diameter, which were upgraded to 8" lines if they
were located in major roadways. If more pipe capacity was needed in the modeling, a second
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water line was created in parallel to the first. Where available, existing developer water master
plans for various areas were used to size proposed water mains. The size of these proposed water
mains was not altered during the course of the modeling. If additional capacity was required,
lines were added in parallel.
The approach to the hydraulic modeling was to alter pipe sizes or add additional pipes, to create a
system that was capable of operating at peak daily flow within the required pressure range (40 to
85 psi). The system was checked using peak hour flow, changing or adding pipes as necessary to
accommodate for low pressures or excessive head losses. Finally, fire flows during peak daily
flow were simulated at each node, to see how the model would respond to the increased flow. If
necessary, the pipe sizing was adjusted to accommodate fire flows.
The pipe sizes determined during modeling should be utilized as a tool for creating a water
system, not as an established, unchangeable value. The model pipelines represent any group of
water lines, of varying sizes and routing, that function in the same manner and create the same
end effect. Actual water lines that are proposed as a part of any water system expansion will
have to be examined on a case by case basis to determine their effect on the water system as a
whole.
The results from the modeling is presented in Appendix F, Distributed Source Model Results.
The database tables show the input data and output data for peak daily demand, and the figure
presents the pipe sizes in a graphical format. The fire flow results are also presented in Appendix
F, Distributed Source Model Results.
7.5 Concentrated Source - Model Scenario 2
The second modeling scenario relies on a concentrated well field in the Continental Ranch area.
The schematic for this scenario is presented as Figure 6. This scenario was chosen due to the
number of wells available, and the relatively shallow groundwater in the area. The groundwater
in that area is in the range of 100 feet below ground surface, whereas the groundwater in the
Marana "town center" area is greater than 300 feet below ground surface. Energy costs for
pumping would be lower if water were pumped from the shallow source. However, a
concentrated well field may be a cause of concern due to the affect on the aquifer of high-rate,
sustained pumping. A concentrated well field also provides the opportunity to blend source
water at a central location, for water quality purposes.
The water source for this scenario would include some of the same CMID and Tucson Water
wells as those presented for Scenario 1. To bring the source water into the water distribution
system will require the construction of a well field and piping system. There is an approximate
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well capacity of 20,000 gpm within a four square mile area, in and around Continental Ranch. In
addition, within 2 miles to the south of this location, there is an additional well capacity of 4,500
gpm. This means that a minimum of 5,000 gpm of new well capacity would be required in the
Continental Ranch area, to supply the volume of water needed for peak day demands. The
majority of the existing wells in this area are owned by CMID. According to the
Intergovernmental Agreement, CMID must furnish wholesale water to areas within their
boundaries. However, if these wells are not useable for domestic service, substitute well capacity
would have to be acquired in another way.
If the entire soume for service to the water system was limited to the Continental Ranch area, a
major transmission line would be required to serve the "W/X" zone in the Marana "town center"
area. Since the water source would enter that area from a single location, one large reservoir may
be required, which would preclude the use of the existing small storage tanks.
The differences mentioned above relate only to the lower zones, and how the water source will
be introduced to the water system. The areas above "Z" zone will consists of the same reservoir,
booster, and distribution system as presented in Scenario 1. The reservoirs and booster stations
are sized using the same method as Scenario 1. The results from the hydraulic modeling are
presented in Appendix G, Concentrated Soume Model Results, in tabular and graphical formats.
7.6 CAP Source - Model Scenario 3
The third scenario considered as part of the master plan is a concentrated source in the Moore
Road and 1-10 area. The schematic for this scenario is presented as Figure 7. This scenario was
conceived because of the possibility that the Town of Marana may obtain an allotment of CAP
water in the future. It is likely that any CAP allocation obtained by (TOMMWSD) would be
recharged at some site in the Marana area for later recovery. However, for purposes of this
model, the system will be designed for the case of direct delivery from a treatment plant. The
yearly water demand projected for the Marana area equates to a required CAP allotment of
24,000 acre feet per year. In order to provide water for the entire Marana area during peak day
demand, the treatment plant would need a total capacity of approximately 43 million gallons per
day. It is likely that the treated CAP water would supplement groundwater sources, rather that
replacing groundwater altogether, but for purposes of the modeling, the CAP plant will be treated
as the single source. There is a potential that the capacity and costs of a treatment facility could
be shared with other water providers.
The water source will originate at Tangerine and 1-10, and be transported to a "D" zone reservoir
(elevation 2,800). This elevation is the same as water is delivered to Tucson Water by the
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Central Arizona Water Conservation District (CAWCD). The pumping head (energy) to lift the
water to this elevation may be provided by CAWCD, through CAWCD facilities.
The location of the water source for this scenario would require a major transmission main from
the area of Moore Road and 1-10 to the location of the reservoir. For proposes of the master plan,
the transmission main will be modeled on the Moore Road alignment.
The Marana town center area could be served directly from the treatment plant location with a
low head booster station. A reservoir near the treatment plant would be required as storage for
the Marana area, and as a forebay for the'high head pumps providing water to the "D" zone
reservoir. The "D" zone reservoir would provide service to all areas downhill, which would
require the construction of 25 million gallons of storage.
7.7 Alternative Routing Possibilities
There are a number of alternatives available for routing the transmission mains, and locating
reservoirs and booster stations. The first routing prepared for the modeling assumes that the
major alignment of the transmission mains and other facilities would be along Thornydale Road.
Thornydale Road is the existing location of the major facilities in the Tucson Water system. An
alternative routing option was analyzed, in which the major alignment of the facilities is along
the Hartman Road/Redhawk Boulevard alignment. This alignment may provide another viable
route for serving the northern areas of Marana. This alignment is presented as Alternative A on
Figures 8, 9 and 10. The changes required for each of the modeling scenarios are differentiated
by the use of a different line type and italic lettering. The cost changes resulting from the new
alignment are discussed in Section 8.7, Alternative Routing Costs.
The Alternative A alignment requires the major water transmission lines and the reservoirs and
booster stations to be located on the west side of the existing Tucson Water system. In addition
to the transmission mains in the Hartman alignment, new east-west transmission mains may be
required, in order to transmit sufficient quantities of water to the east side of the system. The
master plan assumes that Marana will serve water to these areas. If these areas continue to be
served by Tucson Water, several of the east-west transmission mains would be unnecessary, and
the diameter of the transmission mains in the Hartman alignment could be reduced.
7.8 Fire Flow Results
Fire flow modeling was used to check the capacity of the water distribution system during peak
day with fire flow. The results are presented along with the modeling results in Appendices F, G,
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and H. Generally, the water systems as modeled are capable of handling fire flows at each node
tested.
There are several areas for which the modeling indicated that the minimum pressure of 20 psi
may not be available for the required fire flow. As modeled, the Z to B Zone in the vicinity of
the Picture Rocks water system may not achieve a fire flow of 1000 gpm in all areas. This area
should be modeled in detail before the system is upgraded to provide fire flows. This will allow
the sizing and layout of transmission lines to be adjusted to increase the available flow into the
area. The existing Tucson Water area in the vicinity of Ina and Sham~on is currently served by
several wells. In Model Scenarios 2 and 3, the water source for fire flow is at a distant location,
and this may reduce the fire flow that can reach that location. It may be necessary to ensure that
a local water supply is available for providing fire flow in that area, if the majority of service
flow is to be provided by a distant source.
All water systems proposed for new development should be considered in detail, to assure that
sufficient fire flow will be available. In addition, any major changes to the location of source
water, pump stations and reservoirs, should be executed carefully, with thought to how those
changes may alter the availability of fire flows in nearby and distant locations.
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8.0 CAPITAL IMPROVEMENT PLANS
Using the model results, each of the scenarios was analyzed based on the determined pipe sizing,
booster pump sizing and reservoir capacities.
8.1 Cost of Acquiring Systems
All of the future modeling scenarios assume that the Town of Marana Municipal Water System
Department will obtain the facilities currently owned by other water systems within the planning
area. The future system modeling also assumes that the water systems have been upgraded to
handle fire flow. This may not actually be necessary for every water system, depending upon the
requirements of the fire district serving the area.
8.1.1 Tucson Water
Tucson Water has provided a database showing the construction costs of the water mains in the
portion of Tucson Water that were discussed in the system summaries. This database is included
in Appendix I, Capital Improvement Plan Cost Data. The database specifies whether the project
was funded by the City of Tucson, developers, or both. The total original construction cost of
water main projects in the area inventoried was greater than $7 million, of which approximately
$5 million was funded by the City of Tucson. The majority of the projects were constructed
from 1983 to the present. Because the details of any acquisition of the Tucson Water system
would be determined by agreement between Tucson Water and the TOMMWSD, and
reimbursement issues would be dealt with during negotiations, those issues will not be addressed
in this report. At the time of this report, information on the construction cost of the reservoirs
and booster stations in the Tucson Water system was being assembled by Tucson Water for use
in negotiations, and was not available for presentation in this report.
8.1.2 Lyn-Lee Water Company
The 1996 annual report submitted by Lyn-Lee Water Company to the Arizona Corporation
Commission (ACC) contains data regarding the value of water company facilities. The original
cost of the Lyn-Lee Water Company facilities has been reported to the ACC as $44,352. The
"estimated reconstruction cost new less depreciation (RCNLD)" of the water system was
determined by Malcolm Pimie, Inc. in their report "Acquisition Evaluation of Certain Domestic
Water Service Areas of the Marana Water Service Company, Lyn-Lee Water Company, and Klos
Water Company", February 1997. This cost was approximately $81,000.
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8.1.3 Tortolita Wells, Incorporated
The Tortolita Wells cooperative is not required to report to the ACC. The "estimated
reconstruction cost new less depreciation (RCNLD)' of the water system based on the Malcolm
Pimie, Inc. report "Acquisition Evaluation of Certain Domestic Water Service Areas of the
Marana Water Service Company, Lyn-Lee Water Company, and Klos Water Company",
February 1997, was approximately $383,000.
8.1.4 The Logan Hills Water Company
The owners of the Logan Hills Water Company wish to develop approximately 120 lots within
the service area. The water company is in need of an assured water supply before this can occur.
The expansion would also involve the creation of a number of new facilities to provide reliable
water to the new development. If TOMMWSD were to take over the operation of this water
system, the entire system would most likely be turned over to TOMMWSD at no cost.
8.2 Future System Cost Assumptions
For the future system models, the costs presented in this master plan are for the major
infrastructure, such as reservoirs, booster stations, transmission mains and auxiliary equipment.
The cost data is summarized in Table 7. The costs have been derived under the guidelines of the
American Association of Cost Engineers "Order of Magnitude" cost estimating methods. It is
expected that estimates of the type would be accurate within plus 50 percent to minus 30 percent.
This range of accuracy should be viewed as statistical confidence limits and should not be
interpreted as contingencies. As such, the costs determined for this master plan can be
considered representative of the costs in the Marana area, but should not be used for detailed cost
estimates without analysis of job-specific conditions. The majority of the data for estimating
construction costs of major infrastructure items was obtained from the Environmental Protection
Agency publication "Standardized Costs for Water Supply Distribution Systems", EP600/R-92-
009. The Engineering News Record Construction Cost Index for February 1998, was used to
update the costs presented in the EPA publication to 1998 dollars. Where possible, recent
eonstruction bids for Tucson Water and other local water system projects were reviewed to
assure that the values determined for Table 7 were reasonable assumptions for new water system
construction the Tucson area.
Table 7 - Summary of Cost Data
CIP Item Cost
Wells
Rehabilitate inigation well for domestic use $ 100/fi
Construct new 16" well $ 200/fi
New vertical turbine pump $ 75,000
Reuse/rehabilitate irrigation pump $ 38,000
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Pipelines (diameter)
4-inch $15/ft
6-inch $18/fl
8-inch $22/ft
10-inch $29/ft
12-inch $34/ft
14-inch $45/ft
16-inch $52/ft
20-inch $73/ft
24-inch $81/ft
30-inch $107/ft
36-inch $130/fi
42-inch $168/ft
48-inch $192/ft
54-inch $216/ft
Reservoirs and Tanks
100,000 gallon steel $1.40/gal
250,000 gallon steel $0.74/gal
500,000 gallon steel $0.65/gal
I million gallon steel $0.5 l/gal
I million gallon concrete above ground $0.63/gal
1 million gallon concrete below ground $0.91/gal
2 million gallon concrete below ground $0.69/gal
4 million gallon concrete below ground $0.53/gal
6 million gallon concrete below ground $0.46/gal
8 million gallon concrete below ground $0.44/gal
10 million gallon concrete below ground $0.41/gal
Pump Stations
15 HP (350 gpm, 100' lift)
split case centrifugal $3,400/HP
vertical turbine with wet well $3,100/HP
vertical turbine with pump cans $4,850/HP
30 HP (700 gpm, 100' lift)
split case centrifugal $2,500/HP
vertical turbine with wet well $2,350/HP
vertical turbine with pump cans $3,300/HP
30 HP (350 gpm, 200' lift)
split case centrifugal $1,300/HP
vertical turbine with pump cans $1,750fi-riP
60 HP (700 gpm, 200' lift)
split case centrifugal $1,300/HP
vertical turbine with pump cans $1,750/HP
140 HP (3500 gpm, 100' lift)
vertical turbine with pump cans $1,050/HP
280 HP (7000 gpm, 100' lift)
vertical turbine with pump cans $950/HP
280 HP (3500 gpm, 200' lift)
vertical turbine with pump cans $600/HP
550 HP (7000 gpm, 200' lift)
vertical turbine with pump cans $550/HP
1400 HP (17000 gpm, 200' lift)
vertical turbine with pump cans $400/HP
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Supporting information regarding well rehabilitation is presented in Appendix I, Capital
Improvement Plan Cost Data. Appendix I also includes a detailed breakdown of Tucson Water
distribution main construction projects (see Section 8.1, above).
It has been assumed that the local service water lines and valves, and local pressure reducing
valves will be constructed at the cost of the individual or developer who desires water service. It
is reasonable to assume that some of the cost of the major facilities will also be absorbed by
owners of the private developments to which the facilities will provide service. Because it is not
possible to predict the breakdown of developer financed versus water company financed projects,
the total estimated costs of each project is presented. According to the policies developed by the
Town of Marana for reimbursement and developer financed projects, some percentage of these
costs will be borne by outside parties.
8.3 Distributed Source Model - Scenario 1
The major system components for the Thomydale alignment of Scenario 1, as determined during
the future system hydraulic modeling, are presented in Figure 8. The major facilities shown on
Figure 8 are described on the figure in table, which are divided into "Existing" facilities as
determined by the inventory, the "Ultimate" facilities as determined by the future demand
requirements, and the resulting "Needed" facilities that would be required to upgrade from
"Existing" to "Ultimate". Since this scenario is considered the base case, pipelines are only
shown if they are considered major infrastructure, if additional lines were required in parallel to
existing lines, or if existing lines were replaced, in the modeling, with larger lines, as was done
for some of the existing TOMMWSD systems.
Piping Sizes in this model are the most uniform of all the scenarios, because the sources are
distributed over the area served. This will result in the minimum capital expenditure for piping.
The storage volume required takes into consideration the existing small storage tanks. Many of
these tanks can be used as distributed storage in the Marana and Continental Ranch area, with
booster pumps to provide pressure. Larger reservoirs are needed in the rest of the planning area,
to achieve the pressure zone concept with reservoirs that "float" on the system and provide
storage for downhill areas. Using the existing storage tanks for some of the required capacity
will minimize the costs for storage.
It was assumed that in the lower zones, the required storage and booster capacity would be made
up of a number of smaller tanks and booster pumps. Therefore, the unit costs for reservoirs and
booster stations in the lower zones are higher than the unit costs for single large reservoir and
booster stations in higher zones. It was also assumed that wells constructed or reconstructed in
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Water Master Plan
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EEC.lob #2010
the "W/X" Zone would be deeper, and therefore more expensive, than those in the "Y" Zone, due
to the depth to groundwater in the two areas.
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In all modeling scenarios, Tucson Water's Oasis "A" Zone Reservoir, "A" to "C" Booster, and
the 42-inch line serving this reservoir were eliminated from the model. The TOMMWSD has
indicated that these facilities would not be available for acquisition. For this reason, in all
modeling scenarios, a new "A" zone reservoir and "A" to "C" zone booster station have been
created. Other Tucson Water resources, as described in Section 4.2, above, remain in the model.
However, if the TOMMWSD acquires and operates all facilities uphill from the Oasis "A" zone
reservoir, the existing 5,250 gpm booster station at Oasis reservoir will go unused. It would
benefit the Town of Marana to investigate the possibilities of creating a cooperative agreement
with Tucson Water that would allow TOMMWSD to purchase the use of Some reservoir volume
and the booster station.
The capital costs estimated for major infrastructure for Scenario 1 are presented in Table 8. The
costs are based on data given in Table 7, Summary of Cost Data. The total costs for this scenario
are estimated at $32.3 million. This value includes a total of 34.4 million gallons of storage
capacity, 4,300 HP of pumping capacity, 84,000 feet of major transmission mains and water
lines, and 22 new or reconstructed wells.
Table 8 - Distributed Source, Model Scenario 1 Capital Improvement Plan
Item I Capacity[ Units [ Unit Cost I Units I Cost
7.7 MG W/X Zone Ground Reservoir Capacity 7.7 MG $0.65 /gal $5,005,000
4390 gpm W/X Zone Booster Capacity 343 HP $1,500 /HP $514,701
5210 gpm W/X Zone Well Capacity 1 new $235,000 each $235,000
3 rebuild/equip $140,000 each $420,000
1.8 MG X Zone Ground Reservoir Capacity 1.8 MG $0.65 /gal $1,170,000
>.210 gpm X Zone Booster Capacity 173 HP $1,500 /lip $259,109
2130 gpm X Zone Well Capacity 2 rebuild/equip $90,000 each $180,000
7.3 MG Y Zone Ground Reservoir Capacity 9.3 MG $0.50 ~gal $4,650,000
5720 gpm Y Zone Booster Capacity 525 HP $1,00{3 ~HP $525,253
7340 gpm Y Zone Well Capacity 6 rebuild/equip $90,00¢ :ach $540,000
1370 gpm Y to Z Zone In-line Booster Capacity 56 HP $2,0013 fliP $112,025
~).4 MG Modified A Zone Ground Reservoir Capacity 0.4 MG $0.65 ~gal $260,0013
1180 gpm Z to AfB Zone Booster Capacity 10(3 HP $1,50C fliP $150,409
2.0 MG Z Zone Reservoir Capacity 2 MG $0.6~ tgal $1,380,0013
685 gpm Z to A Zone In-line Booster Capacity 32 iHP $2,50C fliP $78,939
550 gpm Z/A Zone Well Capacity rebuild/eqmp $90,000! each $90,0013
14720 gpm Y Zone Well Capacity new $175,000 each $175,00C
8 rebuild/eqmp $90,000 each $720,00C
4.0 MG Y Zone Forebay Reservoir 4 MG $0.53 /gal $2,120,00C
4280 gpm Z Zone Booster Capacity 232 HP $1,000 fliP $231,602
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Water Master Plan
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EEC Job #2010
11970 gpm Y to A Zone Booster Capacity 1152 HP $500 /HP $575,758
3.6 MG A Zone Reservoir Capacity 3.6 MG $0.53 /gal $1,908,000
11370 gpm A to C Zone Booster Capacity 1016 HP $500 /HP $508,159
0.7 MG C Zone Reservoir Capacity 0.7 MG $0.53 /gal $371,000
3440 gpm D Zone Booster Capacity 168 HP $1,000 /liP $168,222
3500 gpm C to E Zone In-line Booster Capacity 317 HP $650 /HP $206,089
2.1 MG E Zone Reservoir Capacity 2.1 MG $0.69 /gal $1,449,000
1620 gpm F Zone Booster Capacity 88 HP $3,000 /tiP $262,987
2.3 MG E Zone Reservoir Capacity 2.3 MG $0.69 /gal $1,587,000
0.5 MG G Zone Reservoir Capacity 0.5 MG $0.65 /gal $325,000
1140 gpm G to I Zone Booster Capacity 110 HP $3,000 /HP $329,004
30,000 feet 8" Replacement Water Line 30000 feet $22 /foot $660,000
11,000 feet 12" Replacement Water Line 11000 feet $34 /foot $374,000
14,000 feet 20~' Transmission Main 14000 feet $73 /foot $1,022,000
29,000 feet 36" Transmission Main 29000 feet $130 /foot $3,770,000
TOTAL $32,333,25~
Summary
Reservoir Capacity 34.4 MG $20,225,000
[3ooster Capacity 4313 HP $3,923,433
7qew and Reconstructed Wells 22 $2,360,000
l'ransmission Mains 84,000 feet $5,826,000
8.4 Concentrated Source - Scenario 2
The major system components for the Thomydale alignment of Scenario 2, as determined during
the future system hydraulic modeling, are presented in Figure 9. The distributed source model
was taken to be the base scenario, for discussion of pipeline and facility sizing. In addition to the
major infrastructure, parallel lines, and replacement lines, the major system components shown
in Figure 9 include the water lines which would be "oversized" compared to Scenario 1.
A major cost for this scenario involves the development of significant pumping capacity in the
Continental Ranch Area. Few of the existing small storage tanks will be useable in this scenario,
due to the relocation of the source, however, since larger tanks tend to be less expensive than
small tanks, per gallon of capacity, the total cost for storage capacity is actually lower.
The capital costs estimated for major infrastructure for Scenario 1 are presented in Table 9. The
total costs for this scenario are estimated at $33 million. This value includes a total of 35 million
gallons of storage capacity, 4,700 HP of pumping capacity, 134,000 feet of major transmission
mains and water lines, and 18 new or reconstructed wells.
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Table 9 - Concentrated Source, Model Scenario 2 Capital Improvement Plan
Item {Capacity[ Units IunitCostl Uuits [ Cost
7.5 MG W/X Zone Ground Reservoir Capacity 7.5 MG $0.44 /gal $3,300,00G
5890 gpm W/X Zone Booster Capacity 539 HP $500 HP $269,27G
12.0 MG Y Zone Ground Reservoir Capacity 12 MG $0.41 /gal $4,920,00C
2540 gpm Y Zone Booster Capacity 668 HP $500 HP $333,754
30250 gpm Y Zone Well Capacity 5 new $175,000 each $875,00¢
13 rebuild/equip $90,000 each $1,170,0012
1370 gpm Y to Z Zone In-line Booster Capacity 56 HP $2,000 HP $112,025
3.4 MG Modified A Zone Ground Reservoir Capacity 0.4 MG $0.65 /gal $260,00£
1180 gpm Z to A/B Zone Booster Capacity 100 HP $1,500 HP $150,40¢
2.0 MG Z Zone Reservoir Capacity 2 MG $0.69 ~gal $1,380,00(~
4.0 MG Y Zone Forebay Reservoir 4 MG $0.53 'gal $2,120,00(
4280 gpm Z Zone Booster Capacity 232 HP $1,00O [tP $231
14770 gpm Y to A Zone Booster Capacity 1421 HP $500 [-IP $710,43~
3.6 MGA Zone Reservoir Capacity 3.6 MG $0.53 ~gal $1,908,00(
11370 gpm A to C Zone Booster Capacity 1016 HP $501~ HP $508,15~
~.7 MG C Zone Reservoir Capacity 0.7 MG $0.53 ~gal $371,00(
3440 gpm D Zone Booster Capacity 163 HP $1,000 [tP $163,335
3500 gpm C to E Zone In-line Booster Capacity 317 HP $650 [tP $206,08c~
2.1 MG E Zone Reservoir Capacity 2.1 MG $0.69 tgal $1,449,00(
1620 gpm F Zone Booster Capacity 88 HP $3,00fl lIP $262,983
2.3 MG E Zone Reservoir Capacity 2.3 MG $0.69 'gal $1,587,000
140 gpm G to I Zone Booster Capacity 110 HP $3,00G HP $329,004
27,000 feet 8" Replaceraent Water Line 27000 feet $22 tfoot $594,00(
11,000 feet 12" Replacement Water Line 11000 feet $34 ~foot $374,000
24,000 feet 12" Parallel Water Line 24000 feet $34 ~foot $816,00(
14,000 feet 20" Transmission Main 14000 feet $73 ~foot $1,022,000
6,500 feet 24" Parallel Water Line 6500 feet $81 ~foot $526,500
23,000 feet 30" Transmission Main 23000 feet $107 tfoot $2,461,000
14,000 feet 36" Iransmission Main 14000 feet $13C /foot $1,820,000
15,000 feet 42" Transmission Main 15000 feet $168 ~foot $2,520,000
TOTAL :$33,075,568
Summary
Reservoir Capacity 35.1 MG $17,620,000
Booster Capacity 471 HP $3,278,246
New and Reconstructed Wells 18 $2,045,000
Transmission Mains 134,500 feet $10,133,500
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8.5 CAP Source - Scenario 3
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The major system components for the Thomydale alignment of Scenario 3, as determined during
the future system hydraulic modeling, are presented in Figure 10. The distributed source model
was taken to be the base scenario, for discussion of pipeline and facility sizing. In addition to the
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Town of Marana Municipal Water System Department
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June 24, 1998
EEC Job #2010
major infrastructure, parallel lines, and replacement lines, the major system components shown
in Figure 9 include the water lines which would be "oversized" compared to Scenario 1.
As part of the agreement to obtain CAP water, the Town of Marana may be able to have the
water delivered to the same elevation as it is delivered to Tucson Water. In the case of a
treatment plant, the water could be treated at a facility near Iq0, and then re-enter Central
Arizona Water Conservation District (CAWCD) booster facilities to be lifted to 2800 feet. This
would result in a major transmission and booster system that would be financed and owned
cooperatively by TOMMWSD and CAWCD. This will result in a reduction in the estimated
construction cost, and savings on energy costs. The estimated costs for these facilities are
included in the capital improvement plan table, although the TOMMTvVSD may not be
responsible for the cost of some of these facilities.
The construction of treatment facility might be achieved by a number of entities in the northwest
area, and as such, the total capacity of the facility my be greater than that required by the Town
of Marana in the 20-year planning horizon. The cost estimate for this facility is an estimate
based on the volume of water the Town of Marana would require for the 20-year planning
horizon.
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The capital costs estimated for major infrastructure for Scenario 1 are presented in Table 10. The
total costs for this scenario are estimated at $80.3 million. This value includes a total of 43
million gallons per day of treatment capacity, 39 million gallons of storage capacity, 9,400 HP of
pumping capacity, and 145,000 feet of major transmission mains and water lines. Although the
cost involved in constructing this scenario are higher than for either of the others, the need for
alternative sources of water for domestic needs cannot be denied. As growth continues in the
Marana area, other sources of water, such as the use of CAP water, must be explored.
table 10 - CAP Source, Model Scenario 3 Capital Improvement Plan
Item I Capacity I Units [Unit Cost I Units I Cost
43 MGD CAP Treatment Plant Source Capacity 43 ¢IGD $1 /gal $43,000,00C
7.5 MG W/X Zone Ground Reservoir Capacity 7.5 MG $0.44 /gal $3,300,0012
6690 gpm WEK Zone Booster Capacity 523 HP $500 HP $261,454
26060 gpm X to D Zone Booster Capacity 8252 HP $300 HP $2,475,63~
25 MG D Zone Reservoir 25 MG $0.41 /gal $10,250,00£
5800 gpm E Zone Booster Capacity 295 HP $1,000 HP $295,254
1370 gpm Y to Z Zone In-line Booster Capacity 56 HP $2,000 HP $112,025
0.4 MG Modified A Zone Ground Reservoir Capacity 0.4 MG $0.65 /gal $260,00(
1180 gpm Z to AfB Zone Booster Capacity 100 HP $1,500 HP $150,409
0.9 MG Z Zone Reservoir Capacity 0.9 MG $0.53 /gal $477,000
2.1 MG E Zone Reservoir Capacity 2.1 MG $0.69 /gal $1,449,000
1620 gpm F Zone Booster Capacity 88 HP $3,0013 HP $262,987
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EEC Job #2010
2.3 MG E Zone Reservoir Capacity 2.3 MG $0.69 /gal $1,587,00C
~.5 MG G Zone Reservoir Capacity 0.5 MG $0.65 /gal $325,00¢
1140 gpm G m I Zone Booster Capacity 110 HP $3,000 HP $329,004
27,000 feet 8" Replacement Water Line 27000 feet $22 /foot $584,00t2
11,000 feet 12" Replacement Water Line 11000 feet $34 /foot $374,00(
5,000 feet 12" Parallel Water Line 5000 feet $34 /foot $170,00(
6,000 feet 16" Parallel Water Line 6000 feet $52 /foot $312,00(
5,000 feet 20" Parallel Water Line 5000 feet $73 /foot $365,000!
11,000 feet 24" Parallel Water Line 11000 feet $81 /foot $891,000
10,000 feet 30" Transmission Main 10000 feet $107 Toot $1,070,000
23,000 feet 36" Parallel Transmission Main 23000 feet $13t3 ~foot $2,990,000
13,000 feet 36" Transmission Main 13000 feet $1313 tfoot $1,690,000
34,000 feet 54" Transmission Main 42000 feet $216 tfoot $9,072,000
TOTAL $82,062,770
Summary
Reservoir Capacity 38.7 MG $17,648,000
Booster Capacity 9424 HP $3,886,770
Treatment (Source) Capacity 43 MGD $43,000,000
Transmission Mains 153,000 feet $17,528,000
8.6 Alternative Routing Costs
The cost presented in Sections 8.3, 8.4 and 8.5 represent the Thomydale alignment of the major
water lines, which was the initial modeling effort. An alternative routing for the major
transmission lines was considered, with the alignment of major elements along Hartman
Road/Redhawk Boulevard. The costs differences for the Alternative A routing are presented
below.
Scenario 1, the distributed source model, required several new transmission mains, as well as the
relocation of existing transmission mains. The A Zone Reservoir and Booster Station were
relocated to the Hartman Road alignment. In addition, a new C Zone Reservoir and C to E Zone
Booster Station were required for this alignment. The first modeling effort assumed that the
system would make use of the existing Naranja C Zone Reservoir and Thornydale C to E Zone
Booster Station. The result of these changes was a 10% increase in the cost of the major
facilities, for a total cost of $36 million.
The alternative routing for the concentrated source model, Scenario 2, required the same changes
as model Scenario 1, although the water main diameters are larger in most cases for Scenario 2.
This is because the water source is at a single central location, instead of various locations within
the water system. The result of the changes to Scenario 2 increased the total cost be 15% to
approximately $38 million.
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The Hartman Road alignment option required the relocation of the D Zone CAP reservoir and D
to E Zone Booster Station for Scenario 3. In addition, new transmission mains were required, to
bring water to the east side of the area served. However, because the relocation of the reservoir
reduced the required length of some major transmission lines, the total cost for this scenario
remained almost unchanged, at $82.8 million.
8.7 Operation and Maintenance Considerations
This master plan assumes that the TOMMWSD water system will serve approximately 24,000
acre feet of water to 150,000 people at the end of the 20-year planning horizon. For a water
system of this size, the annual operation and maintenance budget is estimated to be in the range
of $13 to $17 million. This number is given only as a reference point to. give a sense of scale to
the comparisons made between different scenarios.
Over time, energy costs will be the main O&M cost difference between Scenarios 1 and 2. The
wells in the "W/X" zone are drawing groundwater from 300 to 400 feet below ground surface,
while groundwater for the "Y" zone wells is closer to 100 feet below ground surface. For 8,000
gpm of pump capacity (the approximate volume required in the "W/X" Zone area), the extra 300
feet of lift will require an additional 1.6 million KWh of power each year, resulting in an
additional cost of $125,000 per year (25% duty cycle, $0.08/KWh). The present value of this
yearly expenditure over a period of 20 years is $1.7 million (4% compounding yearly).
Scenario 3 is fundamentally different that either Scenario 1 or 2, and as such, it is difficult to
compare the operational costs. However, if CAWCD is responsible for the energy to deliver the
water to 2800 feet in elevation, approximately $2.2 million will be saved in annual energy costs.
It must be considered, however, that the cost of acquiring and treatment for the CAP water will
partially offset this energy cost savings. The cost of treated CAP water is estimated at $140 per
acre foot, which will affect the annual budget by approximately $3.4 million.
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9.0 SUMMARY AND CONCLUSIONS
This water master plan report has been prepared to describe a number of engineering analyses
which were undertaken by EEC and the TOMMWSD, in order to provide the department with a
better understanding of the systems as it exists, and the future options for growth in the water
system. There a several general recommendations resulting from the engineering analyses
performed:
The Town of Marana should continue to compile and update an inventory database
containing records on each piece of equipment in the TOMMWSD system. Computer
software designed specifically for this task is available from various manufacturers, and
purchase of such a system should be considered while the water system is still relatively
small.
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Recommendations for upgrades and expansions of the existing systems in the Town of
Marana Municipal Water System Department have been discussed in the system inventories.
The reader is directed to Section 4.0 for this discussion, which includes recommendations for
the addition of source, storage, and booster capacity, as well as water main upgrades.
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All water systems proposed for new development should be examined in detail, to assure that
sufficient fire flow will be available. In addition, any major changes to the location of source
water, pump stations and reservoirs, should be executed carefully, with thought to how those
changes may alter the availability of fire flows.
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The integration of some or all of the Tucson Water system within the planning area into the
TOMMWD system is feasible, assuming that the proper infrastructure is constructed to
provide water to the outlying portions of the system. Two alignments for the main body of
the water system were examined in modeling, the existing Thornydale alignment, and a new
Hartman Road alignment. The alignment which is eventually used will depend on which
portions of the water system are acquired from Tucson Water. The use of the existing
facilities along Thomydale Road would require the least new construction. However, if those
facilities are not available to the Town of Marana, the Hartman alignment provides an
equivalent method of providing water to the northeast areas. This solution may also allow
the Town of Marana to discuss cost- and facilities-sharing with other water companies in the
future.
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The Tucson Water Oasis "A" Zone reservoir and booster station will most likely be retained
by Tucson Water, even if the TOMMWSD acquires and operates all facilities uphill from
Oasis. In this case, it would benefit the Town of Marana to investigate the possibilities of
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PP~ater Master Plan
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EEC Job #2010
creating a cooperative agreement with Tucson Water that would allow TOMMWSD use of
the "A" Zone reservoir and booster station.
The costs associated with each of the source scenarios was presented in Section 8.0. The
construction cost for major infrastructure for Scenario 1 and Scenario 2 are essentially equal.
The construction costs for Hartman Road alignment is somewhat greater than that of the base
scenario, due to the need to provide new water mains to bring water to the east side of the
planning area, but still within the same range of values, based on the statistical accuracy of
the cost estimates. All of these costs are less than the CAP source scenario, due to the cost of
constructing a treatment plant. However, this scenario cannot be ruled out simply due to the
higher cost. The scenarios which were examined for this master plan represent three vastly
different situations, and it is likely that the Town of Marana water system will eventually
come to resemble portions of all of these scenarios.
A water system which integrates the sources of groundwater and surface water should be
considered. The models and capital improvement plans in this document are intended to be
used as tools, providing the Town of Marana Municipal Water System Department with a
base from which to understand how current decisions will affect the future shape of the water
system. Various combinations of water sources can be considered as part a future master
planning effort. As the future direction of the water system becomes clearer, it is
recommended that the TOMMWSD periodically update this master plan, to represent the
most current ideas.
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FIGURES
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TIRO
ORANGE
FIGURE 1
%J_ I COUI~TY PARK
TOWN OF MARANA FUTURE PLANNING AREA BOUNDARY
TOWN OF MARANA
WATER MASTER PLAN
ENVIRONUEN'TAL ENGII~EERING
CONSULTANTS, INC.
4625 E. Fl'. LOWELL RD. SUITE 200
TUCSON, ARIZONA 85712 520-321-4625
R10E R1 1E R1 2E R1 $E
t I · I ................... ~; ..........~...~. ............................ ~~ .... ~ --- ~...:* .......... ×, ............... .,....,......=.,.=..,, =
L
~?.
.... ~ ,. ,., .=...,.,.. = ,:~..... ........... ,..,=.,=.,, ., . .P ~. ,~.. ~ ...... . ............ . ...... ~ ., ...............................
.. ,. , ,..,., ..... ,., /,.,.. /,..., ..... ,.,..,,,,....,,,,,,.,,,,. .................. ......... .,.., ................. ................... .,=. ............................................ ..=,.
R10E R1 1E ; R1 2E R1 5E
LEGEND
TOWN OF MARANA
CORPORATE BOUNDARY
TOWN OF MARANA
FUTURE PLANNING BOUNDARY
TOWN OF MARANA MUNICIPAL
WATER SYSTEM LOCATION
TUCSON WATER LOCATION
LOCATION OF OTHER WATER
COMPANIES INCLUDED IN MODEL
LOCATION OF WATER COMPANIES
NOT INCLUDED IN MODEL
TUCSON WATER ZONE BOUNDARIES (APPROXIMATE)
LOCATION OF WELL (APPROXIMATE)
LOCATION OF STORAOE TANI(
OR RESERVOIR (APPROXIMATE)
LOCATION OF BOOSTER STATIOI (APPROXIMATE)
LOCATION OF HYDROPNEUMATIO TANK (APPROXlblATE)
NORTH
" 1
SCALE: 1 = MILE
TOWN OF MARANA
WATER MASTER PLAN
FIGURE 2
ENVIRONMENTAL ENGINEERING
CONSULTANTS, INC.
4625 E. FT. LOWELL RD. SUITE ~00
TUCSON, ARIZONA 85712 520-321-4625
WELL 28.2
STORAGE TANK
BOOSTER STATION
HYDROPNEUMATIC TANK
6" .._~'
MARANA PRIMARY SERVICE AREA
SCALE: I ~1000
4~
SERVICE AREA
t.T'2
O.< WELL SITE ~
· STO~¢E TANK
f ;~ HYDROPNEUMATtC
TANK
LNAr~,U
WELL SITE
- HY[
TANK . 2"
'rANK-
4
NORTH
SCALE: t"=2000'
WELL 22.1
% STORAGE TANK
~, BOOSTER STATION
¢'-",.,.. HYDROPNEUMATIC TANK
WEST WELL SITE
STORAGE TANK
BOOSTER STATION
~IYDROPNEUMATIC TANK
HONEA
NORT,,H
SCALE: t =1000'
WELL 8.1 J
HYDROPNEUMATIC
TANK
FALSTAFF FLATS SERVICE AREA
~ CAPPED WELL
,,1 ,4'~
WELL SITE ~
S~ORAGE TANK
BOOSTER STATION
HYDROPNEUMATIC -: .
TANK
NORTfl ,
SCALE: 1 = 1000
NORT. H ,
SCALE: 1' =t000
BETWEEN
TAN KS
EAST WELL SITE
STORAGE TANK
BOOSTER STATION
HYDROPNEUMATIC TANK
SERVICE AREA
£Y
LA PUERTA
WELL SITE , ,/
STORAGE TANK
BOOSTER STATION
HYDROPNI :UMATIC
TANK
NO .RT.H f
SCA:/~.: t =I 000'
PALO VERDE
NORT,,H
SCALE: 1 =1000'
2~
STORAGE TANK
BOOSTER TC, NK
HYDROPNEBMATIC -
TANK
DEL NORTE SERVICE AREA
N
SCALE~
6~
¸2-
X
\
\
NORT,~
SCALE: t' =2000'
Pepper~ree 'Y' Zone
Booster and S~orage Tank
16
PRV
FOR CONTINUATION SEE BELOW RT.
Thorny01~te In-I;ne
~C' to 'Ev Zone
BoOster
6
6
6
6
8
- 8
8
8
O0, S;S 'A' Zone
Re~servol~ ann -'AY. to
'C~ Zone ~BOOst~er
We~t C-II7
18
· hornyd~te 'Z'
Zone Reservoir
8
~elt Z--13
Welt
Orangewoo~ 'Z~
Zone Booster
/
/
Z
Z-7
x,
1¸2
6
LEGEND (Figures 5, 6 & 7)
Service oreo peak doily demand (PDD)
in gallons per minute (gpm)
Reservoir capacity in milton gallons
2910
Booster capacity in
gallons per minute
FF=2000
Fire flow assigned to booster station
(1500 gpm if no[ specifically listed)
7260
Well capacity in gallons per minute
Pressure reducing valve
(generally set for 40 psi)
Existing 'l~ornydele
C to £ Booster -Existing Focilties
1320 gpm
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Figure 5
DISTRIBUTED SOURCE - SCENARIO 1
.. ~¢.2.~ ..................................................................................................................
Zone 1140 FF=IO00
H
I E Zone Reservoir~
G L 2 U~.....~_....!~ __ --
2glo
F
E
D
2~95
C
E Zone
2~,90 '/
[ Existing
_J I C to E Booster
B L 1320 gpm
2~-16 Z Zone
......................... NW~ ~3 ~I
~-- ~xis~n~ Redhawk I
I.. E .to..0.8o~.~tec .....L ...........................................
2850 gpm __j
A
2311 r231~ .....
E Zone
· 'Existing' Noronja ·: ~ ...............................................
C Zone Reservoir J
· ~W:'r?.7. O.t .~:7~'7- ._CA---.,,., .........................................
I 1940 ~(~ F Existing Noranjc
I ' ' 3440 I C to I~ Booster
........................ ~: .... 3.70Q. g~m....:j ...........
Existing Pict. Rocks
11,370A Zone t Mod. A Zone Booster
' HW=250{~ ............... ~...: .T; .T; .-: .-~ 7: ;.~ .7/-J
?/
r-E~s~g Picture Rocks 1 //
I Modified A Zone Tonk I //
0.1 MG //
Modified //
A Zone
Y Zone ... FF~.I.00.O ................
·-~-2~.[~Existing. Orar~jewo~. · · - 1370 .................
I Z to A Booster
y L 1625 gpm J 4300 --[ --8570 Ground
2101 I HW Varies
HW=
Ground
21,800 ~ 2770
Ground I 1970 I ~-~- ~---~--'THW Varies
~ I ~ ~ , Ground Tank-O,5
Z 4~ IIIII I aoostem-1500 gpm'
~~l:~ J~l] ;Existing Miscelloneou,; 2770
........................... ............................
Figure 6
CONCENTRATED SOURCE - SCENARIO 2
3225
· ;~.1.20...
HW=31(
H
I E Zone Reservoir I
G L 2 uo~
· ~.q ........................
HW=2897
F
E
D
2595
C
2490
Zone 11~-0 FF=IO00
E Zone
r- ~Existlng Thornydale
Redhawk
.~t~r ..... J ...........................................
gpm j
FF=2000 E Zone
......................... h~;~i~,/~7 .....................
rT. ~'*tisting..Nomnja- :-~ ..............................................
C Zone Reservoir t
,..U. ff.=.~Tg L~_ ..C~....~ ......................................
[ ~+u ~ Existing Naranja
' ' 3440 j C to £ Booster
.............................. I; ..... 37.0.0..gpm..._~ ~ ...........
Existing Pict. Rocks
11,370A Zone I Mod. A Zone Booster
' HW=2508 .............. ! .................. ..~·7
I Modified A Zone Tonk I //
-"jJ I C to E Booster
B [ 1320 gpm j --
I 0.1 MG
.~.~t~.... z zone. ................................................ .~. :;7.:.7 .,~...?~/. ........
~ HW=~3 , Modified/.~
~ ~ I ~- A Zone~ ~1~~
A ~ I ~ ' ~ HW=235~
...... i~1 ...... ~ ................... ~;~2~¢~ " -
22~ I J J ' t ~ 1370
......... j'~ .............................................. k ................... = ~'~'~'0~ ...................
1 1j Z Zone Rese~oir J
...... ....... ................................ .....
31,250 ~ ~
X o.ou.~ L~. ~oj
~ 6~0 ~ HW Varle~ ~_ .
W ~.tem-1500 gp~
. ~8.~! ......................................................................................................
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Figure 7
CAP SOURCE - SCENARIO 3
3225 ........................................................
I ~F'F'-- 1000
· ~20 ........... h~;'~i~~ ............................................................
H
· ,3~1, .~ExTetin~n. Redh=wl<"1 ................
I E Zon~ Rseervoirlr--------~
G L 2 M%¥j~ ,~o ~
[ Existina Redhowk
I.. ~ .~o~..~..ev.o. qte.~..
] zoou gpm
C' Ex st ng-Naranja -~
· '*[ ......... i"O'Zone· *Reservoir'- '1 ...............
I ~__~ ~ j
. ~910
E Zone
F
D
2595
C
249O
B
Z Zone
.~P..
HW=2403
A
23.
............ ~-t
Z
· .~-~ .0§...I.-:..Existing. :Fnornyck31e-~ .............
I Z Zone Reservoir I
y L 2 MG
[ CAP Plont
· ~1.9! ........................ I...Copacit~..
I ~5
· .1.~.,
26,060
W
5800
E Zone
~W;~89~' ......
D Zone \~ L 120~
HW=270~
[---/ ~-
Existing Naronjo
, I C to E Booster
.......................... [ ...... 5700 'gpm ......
Existing Pict. Rocks
I Mod. A Zone Booster
rETieTin; Pictu,'e Rocks 1
i Modified A Zone Tonk J //
L 0.1 MG ?/
A Zone
1570
I
35
12.
o
J1
32
._/
32
LEGEND
~~ Ta~n Water zo~ eoumlafl~ (A~a,~zlmate)
33
30,000 feet r
,%
, t
! !
!
[
23
35
23
J
-r
33
'%
36
"i
32
18'
L%
' i:
.#
WA'rim
27
'12
:L
f
ti
-I
-j
.!
-I
.[
Z~m~m
· :1
t8
,%
. _ j-
12,
35
~T
32
33
t
32
lq~Ul~t t0
WA"I*~n MAST~ PLAN'
'~, ~C
2?
¸23
\
27
/
/
/
29
27
35
22
22
23
'\
~MG
!
3
0.$ IG
32
en Main
29
4