HomeMy WebLinkAbout2003-11-18; City Council; 17378 Water Update1; Water Master Plan UpdateWater Master Plan Update
Final
March 2003
3194-01
Prepared for:
City of Carlsbad
1635 Faraday Avenue
Carlsbad, CA 92008
Prepared by:
605 Third Street
Encinitas, CA 92024
760-942-5147
CARLSBAD MUNICIPAL WATER DISTRICT
WATER MASTER PLAN UPDATE
Prepared For:
City of Carlsbad
1635 Faraday Avenue
Carlsbad, California 92008
Prepared By:
DUDEK & ASSOCIATES, INC.
605 Third Street
Encinitas, CA 92024
TEL (760) 942-5147
March 2003
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE i March 2003
ACKNOWLEDGMENTS
Dudek & Associates would like to express its sincere appreciation for the assistance and cooperation
provided by the management and staff of the City of Carlsbad during the completion and preparation of
this Master Plan Update. In particular, the efforts of the following individuals are acknowledged and
greatly appreciated:
• Steven Jantz ......................................................................Project Manager/Associate Engineer
• William Plummer ....................................................................................Deputy City Engineer
• Carrie Loya-Smalley ................................................................................ Senior Civil Engineer
• Kurt Musser............................................................................................Public Works Manager
• Terry Smith ............................................................................................. Senior Civil Engineer
• Pat Guevara............................................................................................Public Works Manager
• Jim Ball ..............................................................................................Public Works Supervisor
• Mark Biskup ................................................................................................Associate Engineer
• Casey Arndt ..........................................................................................Engineering Technician
• Joe Adams .........................................................................................Water System Operations
• Pepper Godfrey ......................................................................................Accounting Technician
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE ii March 2003
TABLE OF CONTENTS
Chapter Description Page
ACKNOWLEDGMENTS...................................................................................................ii
TABLE OF CONTENTS...................................................................................................iii
LIST OF TABLES..............................................................................................................v
LIST OF FIGURES ...........................................................................................................vi
LIST OF APPENDICES....................................................................................................vi
ANNOTATION................................................................................................................vii
1 INTRODUCTION..........................................................................................................1-1
1.1 BACKGROUND.............................................................................................1-1
1.2 SERVICE AREA OVERVIEW.......................................................................1-1
1.3 PREVIOUS MASTER PLANS.......................................................................1-2
1.4 2002 UPDATE SCOPE AND PURPOSE.......................................................1-2
2 EXECUTIVE SUMMARY............................................................................................2-1
2.1 INTRODUCTION...........................................................................................2-1
2.2 EXISTING FACILITIES SUMMARY...........................................................2-1
2.3 EXISTING WATER DEMANDS...................................................................2-3
2.4 EXISTING SYSTEM EVALUATION ...........................................................2-5
2.5 ULTIMATE DEMAND PROJECTIONS AND ANALYSIS.........................2-9
2.6 WATER QUALITY ......................................................................................2-14
2.7 SEAWATER DESALINATION...................................................................2-15
2.8 RECOMMENDED CAPITAL IMPROVEMENT PROGRAM ...................2-16
3 EXISTING SYSTEM DESCRIPTION........................................................................3-1
3.1 GENERAL.......................................................................................................3-1
3.2 WATER SUPPLY...........................................................................................3-1
3.3 WATER DISTRIBUTION SYSTEM..............................................................3-2
3.4 INTER-TIE CONNECTIONS WITH OTHER AGENCIES...........................3-9
3.5 DAILY OPERATIONS...................................................................................3-9
3.6 EMERGENCY SUPPLY OPERATIONS.....................................................3-11
3.7 WELL WATER AND SURFACE WATER SUPPLIES ..............................3-11
3.8 WATER QUALITY ......................................................................................3-12
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WATER MASTER PLAN UPDATE iii March 2003
4 EXISTING WATER DEMANDS.................................................................................4-1
4.1 HISTORICAL WATER CONSUMPTION.....................................................4-1
4.2 EXISTING WATER CONSUMPTION..........................................................4-2
4.3 DEMANDS PER PRESSURE ZONE.............................................................4-4
4.4 EXISTING SYSTEM PEAKING....................................................................4-6
4.5 EXISTING UNIT DEMANDS......................................................................4-11
5 EXISTING SYSTEM EVALUATION.........................................................................5-1
5.1 DESIGN CRITERIA.......................................................................................5-1
5.2 HYDRAULIC MODEL DEVELOPMENT....................................................5-5
5.3 MAXIMUM DAY DEMAND 24-HOUR SIMULATION.............................5-7
5.4 FIRE FLOW ANALYSIS................................................................................5-9
5.5 STORAGE ANALYSIS................................................................................5-11
6 ULTIMATE DEMAND PROJECTIONS AND ANALYSIS.....................................6-1
6.1 CARLSBAD GROWTH DATABASE ...........................................................6-1
6.2 GROWTH DATABASE UNIT WATER DEMANDS...................................6-3
6.3 ULTIMATE DEMAND PROJECTIONS .......................................................6-3
6.4 HYDRAULIC MODEL DEVELOPMENT....................................................6-8
6.5 HYDRAULIC ANALYSIS RESULTS.........................................................6-11
6.6 STORAGE ANALYSIS ...............................................................................6-13
6.7 ULTIMATE SYSTEM OPERATIONS ........................................................6-15
6.8 SEAWATER DESALINATION...................................................................6-19
7 RECOMMENDED CAPITAL IMPROVEMENT PROGRAM ...............................7-1
7.1 RECOMMENDED IMPROVEMENT PROJECTS........................................7-1
7.2 BASIS OF CONSTRUCTION COSTS...........................................................7-4
7.3 PHASED CAPITAL IMPROVEMENT PROGRAM.....................................7-4
8 CONNECTION FEE UPDATE....................................................................................8-1
8.1 BACKGROUND.............................................................................................8-1
8.2 GROWTH PROJECTIONS.............................................................................8-2
8.3 WATER METER EDU CONVERSIONS.......................................................8-3
8.4 PROJECTED WATER METER EDUS..........................................................8-4
8.5 CAPITAL COSTS...........................................................................................8-5
8.6 CONNECTION FEE CALCULATIONS........................................................8-5
8.7 WATER SYSTEM CASH FLOW ANALYSIS..............................................8-7
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WATER MASTER PLAN UPDATE iv March 2003
LIST OF TABLES
Table 2-1 Summary of 2001 System Demands...................................................................................2-4
Table 2-2 CMWD Planning and Performance Criteria Summary.......................................................2-5
Table 2-3 Existing Daily Storage Requirements.................................................................................2-8
Table 2-4 City of Carlsbad Growth Database Summary.....................................................................2-9
Table 2-5 Unit Demands for Ultimate Projections............................................................................2-10
Table 2-6 Summary of Projected Ultimate Demands........................................................................2-10
Table 2-7 SDCWA Max Day Supply in the Ultimate System Model...............................................2-12
Table 2-8 Ultimate Daily Storage Requirements ..............................................................................2-14
Table 2-9 CMWD Recommended Capital Improvement Program.................................................*2-16
Table 3-1 SDCWA Aqueduct Connections.........................................................................................3-2
Table 3-2 Hydraulic Model Pipeline Summary...................................................................................3-3
Table 3-3 Existing Reservoir Summary ..............................................................................................3-5
Table 3-4 Pump Station Summary.......................................................................................................3-6
Table 3-5 Control Valve Summary .....................................................................................................3-7
Table 3-6 Other Agency Inter-ties.......................................................................................................3-9
Table 4-1 Water Demand Categories ..................................................................................................4-3
Table 4-2 2001 Water Demand by Category.......................................................................................4-3
Table 4-3 Average Day Demand by Pressure Zone............................................................................4-5
Table 4-4 Summary of 2001 System Demands...................................................................................4-6
Table 4-5 Historical Maximum Day Water Purchases........................................................................4-8
Table 4-6 Summary of Faraday Industrial Park Demand Analysis...................................................4-14
Table 5-1 CMWD Planning and Performance Criteria .......................................................................5-2
Table 5-2 Inflow for the Maximum Demand Day Simulation............................................................5-8
Table 5-3 Nodes with Reduced Fire Flow Capacities.........................................................................5-3
Table 5-4 Existing Daily Storage Requirements...............................................................................5-11
Table 6-1 City of Carlsbad Growth Database Summary.....................................................................6-2
Table 6-2 Unit Demands for Ultimate Projections..............................................................................6-3
Table 6-3 Summary of Projected Ultimate Demands..........................................................................6-4
Table 6-4 Future Phase II Recycled Water Demands in the Potable Water Service Area ..................6-7
Table 6-5 Existing and Ultimate Demands by Pressure Zone.............................................................6-9
Table 6-6 Existing Irrigation Demands Identified as Phase II Recycled Customers.........................6-10
Table 6-7 SDCWA Max Day Supply in the Ultimate System Model...............................................6-12
Table 6-8 Ultimate Daily Storage Requirements ..............................................................................6-14
Table 7-1 CMWD Recommended Capital Improvement Program...................................................*7-4
Table 8-1 CMWD Existing Connection Fees......................................................................................8-2
Table 8-2 Analysis Summary of Existing Commercial Meters...........................................................8-4
Table 8-3 Future Potable Water Meter EDUs.....................................................................................8-5
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WATER MASTER PLAN UPDATE v March 2003
Table 8-4 Capital Improvement Projects for the Water Connection Fee Update................................8-6
Table 8-5 Water Connection Fee Calculation .....................................................................................8-7
Table 8-6 Updated Connection Fees ...................................................................................................8-7
Table 8-7 Water Connection Fee Cash Flow Analysis........................................................................8-8
* Follows this page number.
LIST OF FIGURES
Figure 1-1 CMWD Service Area........................................................................................................*1-1
Figure 2-1 Existing Water System Schematic....................................................................................*2-1
Figure 2-2 CMWD Historical Demand Based on SDCWA Purchases.................................................2-3
Figure 2-3 2001 Water Demand by Category.......................................................................................2-4
Figure 2-4 Maximum Day Demand Peaking Factor Curve..................................................................2-7
Figure 2-5 Historical Demands and Ultimate Demand Projections....................................................2-11
Figure 2-6 Projected Ultimate Demands by Category........................................................................2-11
Figure 2-7 CMWD Ultimate System Hydraulic Profile...................................................................*2-12
Figure 3-1 Existing System Hydraulic Profile....................................................................................*3-2
Figure 3-2 Pressure Zone Service Areas.............................................................................................*3-3
Figure 3-3 San Luis Rey Groundwater Wells...................................................................................*3-11
Figure 4-1 CMWD Historical Water Demand......................................................................................4-2
Figure 4-2 2001 Water Demand by Category.......................................................................................4-4
Figure 4-3 CMWD Seasonal Demand Variations ................................................................................4-7
Figure 4-4 Reservoir Levels and Diurnal Demand Curve for July 27, 2001........................................4-9
Figure 4-5 Reservoir Levels and Diurnal Demand Curve for August 3, 2001...................................4-10
Figure 4-6 Demand Distribution for Singe Family Residential Accounts..........................................4-12
Figure 4-7 Faraday Business Park 2001-2002 Monthly Water Consumption....................................4-14
Figure 5-1 Existing System Hydraulic Model....................................................................................*5-5
Figure 5-2 Maximum Day Demand Peaking Factor Curve..................................................................5-7
Figure 6-1 City of Carlsbad Local Facility Management Zones ..........................................................6-1
Figure 6-2 Historical Demands and Ultimate Demand Projections......................................................6-5
Figure 6-3 Projected Ultimate Demands by User Category .................................................................6-5
Figure 6-4 Ultimate System Hydraulic Profile...................................................................................*6-8
Figure 6-5 Ultimate System Hydraulic Model....................................................................................*6-8
Figure 6-6 Reservoir Water Levels from the Maximum Day Demand Simulation............................6-12
* Follows this page number
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE vi March 2003
LIST OF APPENDICES
Appendix A – Exhibits:
Exhibit 1 – Existing Distribution System (pipelines color-coded by zone)
Exhibit 2 – Proposed Ultimate Distribution System (pipelines color-coded by zone)
Exhibit 3 – Recommended CIP
Appendix B – Existing and Ultimate System Model and Analysis Results (on CD ROM)
ANNOTATION
The following abbreviations and acronyms were used in the preparation of this Master Plan:
ACP asbestos concrete pipe
ADD average day demand
AF Acre-feet
APN assessor parcel number
CCI construction cost index
cfs cubic feet per second
CIP capital improvement program
CMLC Concrete mortar lined and coated
CMWD Carlsbad Municipal Water District
CWA County Water Authority [San Diego]
DBP disinfection by-products
diam. Diameter
DIP ductile iron pipe
DOHS Department of Health Services [California]
EDU equivalent dwelling unit
EIR Environmental Impact Report
FCV Flow control valve
fps feet per second
GIS Geographical Information System
gpd gallons per day
gpm gallons per minute
HCF hundred cubic feet
HGL hydraulic grade line
Hp Horsepower
hr Hour
HWL high water level
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WATER MASTER PLAN UPDATE vii March 2003
lf linear feet
LFMZ Local Facility Management Zone
in Inches
MCL Maximum contaminant level
MDD maximum day demand
MFDU multi-family dwelling unit
MG million gallons
mgd million gallons per day
MRDL Maximum residual disinfectant level
OMWD Olivenhain Municipal Water District
PF peaking factor
PRS Pressure reducing station
PRV pressure reducing valve
psi pounds per square inch
PSV pressure sustaining valve
SanGIS San Diego County Geographic Information System
SDCWA San Diego County Water Authority
SDWD San Dieguito Water District
SFDU single family dwelling unit
sqft square feet
TAP Tri-Agency Pipeline
TTHM total trihalomethanes
USGS United States Geologic Survey
VCP vitrified clay pipe
VFD variable frequency drive
VID Vista Irrigation District
VWD Vallecitos Water District
WRP Water Reclamation Plant
yr Year
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 1-1 March 2003
CHAPTER 1
INTRODUCTION
This Water Master Plan Update for the Carlsbad Municipal Water District (CMWD) evaluates the
existing water distribution system and its ability to meet projected demands. The most recent update to
the Water Master Plan was performed in 1997. Since the last Master Plan Update, a significant number of
residential, commercial and industrial developments have been constructed and future development has
been identified in the City’s 2001 Growth Database. This current Master Plan presents an update of the
District’s Water Master Plan for the planning period between 2001 and build-out of the District’s service
area, which is anticipated to occur by 2020.
1.1 BACKGROUND
The first water supply to the Carlsbad area was obtained from the San Luis Rey River, in the City of
Oceanside. Wells were drilled in 1886 by the Carlsbad Land and Water Company, and a pipeline was
constructed to transport the groundwater to Carlsbad. The wells continued to be the only supply for many
years. By the 1930’s, summer demands exceeded the capacity of the wells. Lake Calavera was
constructed in 1936 to store excess well water in the winter for later use in the summer months.
However, the quantity and quality of the ground water gradually degraded, resulting in the need for a new
supply source to meet the area’s growing water demand.
The Carlsbad Municipal Water District (CMWD) was formed in 1954 to bring imported Colorado River
water into the area. In 1990, the CMWD became a subsidiary district of the City of Carlsbad, with the
Mayor and City Council acting as the CMWD’s board. Operating under the Municipal Water District Act
of 1911, the CMWD supplies both potable and recycled water. The CMWD currently purchases 100% of
its water for the potable water system as treated water from the San Diego County Water Authority
(CWA). Water is supplied through the San Diego County Water Authority (SDCWA) aqueduct and the
Tri-Agency Pipeline (TAP). The population currently served is estimated at approximately 72,000.
1.2 SERVICE AREA OVERVIEW
The CMWD water service area covers approximately 85 percent of the City of Carlsbad and includes an
area of about 32 square miles. Water service to the southeast corner of the City is provided by the
Olivenhain Municipal Water District (OMWD). The Vallecitos Water District (VWD) provides service
to the Meadowlark area along the eastern City limit. The CMWD service area boundary and adjacent
district boundaries are shown on Figure 1-1.
02-2003 Carlsbadwa11.mxd
FIGURE 1-1
CARLSBAD MUNICIPAL WATER DISTRICT
WATER SERVICE AREA
LEGEND
CITY OF CARLSBAD BOUNDARY
CARLSBAD MUNICIPAL
1"=4500'
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 1-2 March 2003
The elevation of the CMWD service area varies from just under 700 feet at the eastern boundary to sea
level along the coast and lagoon shores. Water is supplied from four CWA aqueduct connections and
transported in separate transmission mains to four locations along the eastern City boundary. Within the
CMWD service area, water is generally supplied by gravity from east to west. The service area is
comprised of seventeen pressure zones, which extend from approximately the eastern service area
boundary and decrease in pressure west to the coast.
1.3 PREVIOUS MASTER PLANS
A summary of the two most recent Water Master Plans is provided in the sub-sections below.
1.3.1 1990 Water Master Plan
The 1990 Water Master Plan was prepared by MacDonald-Stephens Engineers, Inc. and adopted by the
Carlsbad City Council on January 29, 1991. In 1990, the existing average day demand was 14.6 MGD.
Flow projections were made based on the City of Carlsbad 1988 General Plan, and the ultimate average
day demand was projected to be 24.5 MGD. Reservoir “daily” and “emergency” storage criteria were
established in this Master Plan.
1.3.2 1997 Water Master Plan Update
The 1997 Water Master Plan Update was prepared by ASL Consulting Engineers and submitted as
Volume III of the overall 1997 Master Plan Update. The purpose of this update was to incorporate
revised population projections to build-out of the City based on the 1994 General Plan and specific
project development plans. The 1997 Master Plan Update also incorporated a decrease in the average per
capita water consumption of approximately 15 percent from the last Master Plan, and the installation of
the 8.5MG Twin “D” reservoir. The ultimate average day demand was projected to be 25.4 MGD, which
included 1.34 MGD (1,500 AF per year) of recycled water demands.
As part of the 1997 Master Plan Update, a separate investigation was made into using potential local
water resources, in addition to imported water, to increase the reliability of the water supply. The results
of this study were submitted as Volume II, Water Resources Potential. In 2000, an update was made to
the 1997 Master Plan water hydraulic model to reflect additions to the water distribution system.
1.4 2003 UPDATE SCOPE AND PURPOSE
Since the last Master Plan Update a significant number of residential, commercial and industrial
developments have been both constructed and planned for future construction. The Carlsbad Municipal
Water District, in its Notice to Proceed dated December 24, 2001, retained Dudek & Associates, Inc. to
provide engineering services necessary to analyze and evaluate existing and future requirements for
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 1-3 March 2003
continued reliable potable water service. The purpose of the Master Plan Update is to confirm
transmission main sizing, identify deficiencies in the system, and identify future capital improvement
projects based on updated ultimate demand projections.
In summary, the scope of work includes tasks to document and analyze existing facilities, develop unit
water demands and peaking factors, project ultimate water demands, and recommend facility and
operational improvements based on hydraulic analyses results. In this Master Plan Update ultimate water
demand projections are based on planned developments included in the City’s recently compiled 2001
Growth Database. The Growth Database projects the number of additional single and multi-family units
and the number and size of non-residential buildings at buildout. At the direction of City staff, projected
Phase II recycled water demands are included in the ultimate potable water demand projections. To
analyze the water distribution system, the City’s 2001 H2ONET computer model was updated and
enhanced to perform hydraulic analyses on the existing and ultimate water systems. The outcome of the
analyses is a recommended long-term capital improvement program (CIP) that will provide a water
distribution system capable of supplying the CMWD at build-out conditions.
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WATER MASTER PLAN UPDATE 2-1 March 2003
CHAPTER 2
EXECUTIVE SUMMARY
The Carlsbad Municipal Water District (CMWD) Water Master Plan Update documents the existing
water system facilities and demands, and identifies required improvements for build-out of the District’s
service area, which is anticipated to occur by 2020. The water system analyses conducted as a part of this
project and documented in this report were performed to identify existing deficiencies in the system,
confirm facility sizing, and recommend a future capital improvement program (CIP) based on updated
ultimate demand projections.
2.1 INTRODUCTION
This Water Master Plan Update for the Carlsbad Municipal Water District (CMWD) evaluates the
existing water distribution system and its ability to meet projected demands. The CMWD water service
area covers approximately 85 percent of the City of Carlsbad and includes an area of about 32 square
miles. Water service to the southeast corner of the City is provided by the Olivenhain Municipal Water
District (OMWD). The Vallecitos Water District (VWD) provides service to the Meadowlark area along
the eastern City limit.
The most recent update to the Water Master Plan was performed in 1997. Since that time, a significant
number of residential, commercial and industrial developments have been both constructed and planned
for future construction. In this current Water Master Plan Update, ultimate water demand projections are
based on planned developments included in the City’s recently compiled 2001 Growth Database. The
Growth Database projects the number of additional single and multi-family units and the number and size
of non-residential buildings at buildout. At the direction of City staff, irrigation demands are included in
the ultimate potable water system under the conservative assumption that the planned Phase II Recycled
Water System is not constructed.
2.2 EXISTING FACILITIES SUMMARY
For purposes of this Master Plan Update, the existing water system consists of facilities that were
operational as of December 2001. The facilities comprising the existing CMWD distribution system
include San Diego County Water Authority (SDCWA) turnouts, transmission mains, distribution
pipelines, pressure reducing stations, storage reservoirs, pump stations, and inter-ties with adjacent water
agencies. The existing water distribution system is shown schematically on Figure 2-1 and illustrated on
the color wall map provided as Exhibit 1 in Appendix A.
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WATER MASTER PLAN UPDATE 2-2 March 2003
The CMWD imports water through the SDCWA for their potable water needs. Water is supplied to the
CMWD through four separate SDCWA treated water turnouts. Two of the turnouts, CWA No. 1 and
CWA No. 2, are direct connections to the SDCWA Second Aqueduct. CWA No. 1 supplies only the
CMWD, and CWA No. 2 supplies the Vallecitos Water District (VWD) and the Olivenhain Municipal
Water District (OMWD) in addition to the CMWD. Water supply to the CMWD from CWA No. 2 is
delivered through a VWD transmission main. Connections No. 3 and No. 4 to the aqueduct system are on
the SDCWA owned and operated Tri-Agency Pipeline (TAP), which is also supplied from the SDCWA
Second Aqueduct. The TAP also serves the City of Oceanside and the Vista Irrigation District (VID).
The existing distribution system consists of 17 major pressure zones, which are supplied by gravity from
over 50 pressure regulating stations. There are three pump stations within the distribution system that are
used for emergency purposes only. The CMWD water distribution system is flexible in that supply from
the four aqueduct connections can be routed to different parts of the distribution system by making
changes to several key valve settings. This allows system operators to balance reservoir levels and
correct for discrepancies in the amount of water ordered versus the amount that is delivered through
service connections.
Water storage for the CMWD is provided by Maerkle Dam and 12 additional reservoirs within the
distribution system. Maerkle Dam is the major treated water storage facility for the CMWD, with a
capacity of approximately 600 acre-feet (195 MG). This reservoir is used to meet the City's requirement
to provide a minimum of ten days of emergency drinking water storage. Under normal operations, water
is supplied to Maerkle Dam from the SDCWA TAP No. 3 connection and then pumped into the adjacent
Maerkle Reservoir. From Maerkle Reservoir water is supplied by gravity to the distribution system.
Currently the high pressure zones in the southeast portion of the service area (700, 680, 580S and 510)
cannot be supplied with emergency water from the dam.
Water storage for fire flow and daily water operations is provided by eleven reservoirs (enclosed storage
tanks) within the distribution system. The existing operational storage capacity is 51.5 MG, excluding
Maerkle Dam. Table 3-3 provides a summary of the storage facilities, including a small reservoir used as
a forebay for the Buena Vista Pump Station. All water storage is above ground except for the Maerkle
Dam and Maerkle Reservoir. The distribution system reservoirs have been designed to be extremely
flexible in their ability to transfer water throughout the District.
During planned shutdowns of the SDCWA aqueduct, which are normally scheduled for up to 10 days
during the winter, most of the CMWD is supplied from Maerkle Dam through the 490 Zone Maerkle
Reservoir. The 700, 680, 580N and 510 Zones are currently supplied from the 700 Zone reservoirs (Santa
Fe II and La Costa Hi) and an inter-tie with the VID. A potable pump must be installed at the
VID/CMWD inter-tie to boost pressures to the CMWD 700 Zone.
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WATER MASTER PLAN UPDATE 2-3 March 2003
2.3 EXISTING WATER DEMANDS
As population expands and the northern coastal areas of San Diego County continue to develop, the
CMWD has experienced gradually increasing water demands. Historical water consumption over the past
ten years based on SDCWA water purchase records and the gain/loss of stored water in Maerkle Dam is
graphically illustrated on Figure 2-2. CMWD monthly water billing records for 2001 were obtained and
analyzed to establish the existing water demands and distribute water demands in the distribution system
hydraulic model. The total average rate of water supplied for 2001 based on CMWD billing records is
16.2 MGD and the average rate purchased is 16.8 MGD. The amount of water billed does not match the
volume of water purchased due to “unaccounted for” water. In most water distribution systems, the bulk
of “unaccounted for” water is due to system leakage, meter inaccuracies, and unmetered water
consumption from fire fighting, street cleaning, and construction uses. Water loss in the CMWD over the
past ten years has typically been between two and five percent.
Figure 2-2
CMWD HISTORICAL DEMAND BASED ON SDCWA PURCHASES
(1.38)
(1.55)(1.44)(1.57)
(1.61)(1.48)
(1.48)
(1.70)(1.62)(1.59)
(2.49)
(1.91)
0
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
1991 1992 1993 1994 1995 1996 1997 1998 1999 2000 2001 2002 SYSTEM DEMAND (MGD) Average Day Demand Max Day Demand (x.x) Max Day/ADD Peaking Factor
The percentage of the total system demand based on water use categories is illustrated on Figure 2-3.
Residential water use accounts for 54 percent of the total water demand. Commercial/Industrial water use
and irrigation demands make up 17 and 23 percent, respectively, of the total water demand. It is noted
that the irrigation demands do not include users supplied from the CMWD Recycled Water System, as
recycled water users are identified with separate recycled water account types. However, supplemental
potable water is supplied to the recycled water system during peak demand periods at the “D” Tanks.
Agricultural water demands currently account for approximately five percent of the total water use.
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 2-4 March 2003
Figure 2-3
2001 WATER DEMAND BY CATEGORY
Irrigation
23%
Commercial/
Industrial
17%
Multi-Family
Residential
10%Single-Family
Residential
44%
Agriculture
5%
Temporary
1%
Water demands are typically presented in terms of the average annual water consumption. Actual water
use, however, follows a widely varying pattern in which flows are sometimes well below or far greater
than “average”. Flow variations are commonly expressed in terms of peaking factors, which are
multipliers to express the magnitude of variation from the average day demand (ADD). Peaking factors
are commonly used to express the system maximum and minimum month demand, the maximum day
demand (MDD), and the peak hour demand. The 2001 system demands are summarized in Table 2-1 and
described in detail in the following sub-sections.
Table 2-1
SUMMARY OF 2001 SYSTEM DEMANDS
Average Day 16.2 MGD 25.1 CFS
Minimum Month 8.0 MGD 12.4 CFS
Maximum Month 23.0 MGD 35.6 CFS
Maximum Day 26.5 MGD 41.0 CFS
Peak Hour 46.6 MGD 72.1 CFS
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WATER MASTER PLAN UPDATE 2-5 March 2003
2.4 EXISTING SYSTEM EVALUATION
Hydraulic computer simulations were performed to evaluate the existing water distribution system based
on comparisons with established and verified planning criteria. The hydraulic analysis employs the use of
the H2ONet hydraulic modeling software. The planning criteria, analysis methodology, hydraulic
computer model and results of the hydraulic system analyses used in the evaluation of the water
distribution system relative to 2001 conditions are summarized in the sub-sections below.
2.4.1 Planning Criteria
The planning criteria for the evaluation of potable water facilities in the CMWD are based on existing
system performance characteristics, past criteria used by the District and current industry and area
standards. Planning criteria include standards for demand peaking factors, pressure zones, pipelines, fire
flows, and storage reservoirs. A summary of criteria that impact the design of water facilities is provided
in Table 2-2. These criteria are the basis for evaluating water system performance and determining
facilities required to serve future development.
Table 2-2
CMWD PLANNING AND PERFORMANCE CRITERIA SUMMARY
WATER DEMAND
PEAKING FACTORS
0.5 x ADD – Minimum Month Demand
1.5 x ADD – Maximum Month Demand
1.65 x ADD – Maximum Day Demand
2.9 x ADD – Peak Hour Demand
SYSTEM
PRESSURES
Static Pressures (based on the reservoir HWL):
60 psi – minimum desired
125 psi – maximum desired
150 psi – maximum allowed
Dynamic Pressures (with reservoir levels half full):
40 psi – minimum allowable pressure during peak hour demands
20 psi – minimum allowable pressure for fire flows
25 psi -–maximum desired pressure drop from static pressures
PIPELINES
8 fps – maximum allowable velocity at peak hour flow
5 ft./1000 ft – maximum desirable head loss at peak flow
10 ft./1000 ft – maximum allowable head loss at peak flow
Dead-end water lines are to serve no more than 18 residences
FIRE FLOWS
Single-Family residential – 1,500 gpm for 2 hours
Multi-Family residential – 3,000 gpm for 2 hours
Industrial/Commercial/Institutional – 4,000 gpm for 4 hours
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WATER MASTER PLAN UPDATE 2-6 March 2003
Table 2-2 (continued)
DAILY
STORAGE
Storage capacity in the distribution system equal to the total of the following based on
the reservoir service area:
Operational – 15% of Maximum Day Demand
Reserve – 100% of the Maximum May Demand
Fire Flow – Maximum fire flow for the required duration
EMERGENCY
STORAGE
10 days of storage based on the ADD
Emergency storage is contained in the Maerkle Dam
2.4.2 Hydraulic Model Development
Analysis of the water distribution system is performed using the H2ONET modeling, analysis and design
software developed by MWH Soft, Inc. H2ONET provides a computer aided design (CAD) interface for
building and editing model facilities, and a hydraulic analysis engine to perform extended period
simulations. An H2ONET hydraulic computer model was developed for the CMWD in 1997 as part of
the 1997 Water Master Plan Update. This model was calibrated to 1997 conditions. In 1999, the model
was updated with pipelines for developments between 1997 and 1999. For this current Master Plan
Update, the 1999 model has been updated and enhanced to represent the 2001 water distribution system.
New demands were input to the existing system model based on 2001 water billing records. The process
of importing the billing data was performed using GIS techniques.
2.4.3 Maximum Day Demand 24-Hour Simulation
To assess performance of the existing distribution system, system demands corresponding to a maximum
demand day were developed and input to the existing system model. The representative 24-hour
maximum day peaking curve for the CMWD, based on the flow analysis of two high demand days in
2001, is shown on Figure 2-4. Based on this representative curve and an existing system ADD of 16.2
MGD, the maximum day 24-hour demand analyzed is 26.7 MGD, and the peak hour demand is 47.0
MGD.
An extended period simulation was run to assess overall system performance and reservoir operations (the
ability to supply peak flows and refill after draining). Several simulation iterations were required to
properly adjust the SDCWA inflows and distribution system valves with variable settings. After the final
flow adjustments were made, reservoir levels were maintained between 25-75 percent full during the 24-
hour simulation with maximum day demands.
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WATER MASTER PLAN UPDATE 2-7 March 2003
Figure 2-4
MAXIMUM DAY DEMAND PEAKING FACTOR CURVE
Peak Hour
Factor = 2.90
A vg. Max Day
Factor = 1.65
0.0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.0
3.2
midnight 3:00 6:00 9:00 Noon 15:00 18:00 21:00 midnight
Time of DayPeaking Factor (x ADD) Results of the 24-hour simulation were reviewed and analyzed. Low pressures were observed in the 680
Zone on Obelisco Court and near the 330 Zone in the vicinity of the Elm Reservoir. The low pressures
are a result of high elevations, and are not due to undersized facilities. High pressures were observed in
the 490 Zone transmission main in El Camino Real near Jackspar (175-185psi) and along an 8-inch
diameter pipeline in Paseo Cerro (140-160psi), located between Melrose Drive and the CMWD boundary
in the 700N Zone. In summary, analysis results indicate that the existing distribution system has adequate
capacity to supply peak summer demands. In the model simulation, flows entering the system and flow
adjustments to reservoirs were balanced by trial-and-error. In actual operations the flow entering the
system does not typically match the demand, and several flow adjustments are usually required by system
operators to balance reservoir levels.
2.4.4 Fire Flow Analysis
A fire flow analysis was performed on the existing system hydraulic model to determine the fire flow
capacity at each demand node. The fire flow simulation was run with maximum day demands (ADD x
1.65) and the water level at reservoirs set to half full. The available fire flow was compared to the
required fire flow based on the meter account type (1,500 gpm for single-family, 3,000 gpm for multi-
family, or 4,000 gpm for commercial/industrial). Analysis results indicated that seven nodes could not
provide a residential fire flow of 1,500 gpm at a minimum pressure of 20 psi. Four nodes could not
provide the required multi-family fire flow of 3,000 gpm, and three demand nodes could not provide a
commercial/industrial fire flow of 4,000 gpm with a minimum 20 psi residual pressure. Pipeline
improvements will be required to deliver the required fire flow at these locations.
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2.4.5 Storage Analysis
The required storage volume based on the criteria defined in Table 2-2 and 2001 demands was calculated
and compared to the capacity of the existing system reservoirs. Calculations to determine the required
daily storage volume are shown in Table 2-3. Based on these calculations, there is approximately 12.5
million gallons (MG) of excess storage capacity in the existing system. However, on a zone-by-zone
basis the 318 and 255 Zones are currently deficient in storage.
Table 2-3
EXISTING DAILY STORAGE REQUIREMENTS
ADD MDD Operational Fire
(MGD)(MGD)(.15 x MDD)Flow(1)
700S 0.04 0.07
680 0.41 0.68
580S 0.07 0.12
510 0.20 0.33
700N 0.72 1.19
550 2.47 4.08 0.8 MG 0.96 MG 5.5 MG 7.3 MG
430 0.17 0.28
490 0.02 0.03
285 0.16 0.26 0.1 MG 0.96 MG 0.4 MG 1.5 MG
198 0.08 0.14
580(2)0.41 0.68
446 1.65 2.72 0.5 MG 0.96 MG 3.5 MG 5.0 MG
349 0.08 0.13
D3 375 1.91 3.15 0.5 MG 1.92 MG 3.2 MG 5.5 MG 8.5 MG 3.0 MG
La Costa Lo 318 3.00 4.95 0.7 MG 0.96 MG 5.0 MG 6.7 MG 1.5 MG -5.2 MG
Ellery 330 1.15 1.90 0.3 MG 0.96 MG 1.9 MG 3.1 MG 5.0 MG 1.9 MG
Elm
Skyline 255 3.70 6.11 0.9 MG 0.96 MG 6.1 MG 8.0 MG
"E" Res.
16.2 26.8 4.0 MG 8.6 MG 26.8 MG 39.5 MG 50.5 MG 12.5 MG
(1) Equal to the volume of water based on the largest fire flow within the tank service area (flow rate times duration). For
large service areas, the fire flow storage was increased based on the potential for multiple fires.
(2) The 580 Zone has no available storage but can be supplied from the TAP Res. through the Calavera Pump Station.
4.5 MG -3.5 MG
TOTALS
Maerkle Res.10.0 MG 8.5 MG
TAP 6.0 MG 2.5 MG
2.3 MG 6.0 MG 3.7 MG
Santa Fe II 9.0 MG 1.7 MG
La Costa
High 0.2 MG 0.96 MG 1.2 MG
Reservoir
Capacity
Surplus/
DeficitReserve
( 1 MDD)TotalRESERVOIRService
Zones
Existing Demand Storage Requirements
The CMWD emergency storage policy is to provide 10 days of average water use. Based on the existing
ADD of 16.2 MGD, the required storaege volume is 162 MG. Maerkel Dam, which has a storage
capacity of 195 MG, currently provides the required storage volume for the District.
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2.5 ULTIMATE DEMAND PROJECTIONS AND ANALYSIS
The CMWD ultimate demand is projected based on existing demands, future water demands calculated
from the Growth Database, and future irrigation demands obtained from recycled water projections. A
hydraulic analysis is performed with projected ultimate maximum day demands to verify and size the
future facilities, and to identify any additional facilities required to serve the CMWD at buildout.
2.5.1 Carlsbad Growth Database
Build-out projections for the City of Carlsbad have been recently updated and compiled into a Growth
Database, which is maintained by the City. Most of the projected growth in the CMWD is associated
with known, planned developments in the eastern portion of the City. The remainder of the future growth
in the City of Carlsbad includes smaller developments and “infill” of established neighborhoods and
commercial areas, generally located in the western portions of the City. The growth potential data in the
Carlsbad Growth Database used for this Master Plan Update is summarized by Local Facility
Management Zone (LFMZ) in Table 2-4.
Table 2-4
CITY OF CARLSBAD GROWTH DATABASE SUMMARY
LFMZ Non-Residential
No. SFDU MFDU Bldg Area (sqft)
1 430 0 0 Downtown area; Unit counts from 5/15/02 LFMZ 1 update
2 25 146 39,656 3 second dwelling units counted as MFU
3 13 0 193,251
4 0 0 50,000
5 0 0 4,137,974 Includes Faraday Business Park and airport
6 185 0 89,988 Future church assumed at 9,100 sqft (25% coverage)
7 345 436 32,670 Calavera unit counts from 7/15/02 update; Future elem.school
8 186 544 6,000 Kelly Ranch
9 41 0 428,100
10 750 320 0 Villages of La Costa; Future elementary school
11 1,266 275 622,972 Villages of La Costa
12 55 0 20,000 Future church assumed at 20,000 sqft
13 0 18 1,482,142 24 room hotel expansion assumed at 1 hotel unit =.75 MFDU
14 711 411 229,166 Unit counts from Robertson Ranch update; Future High School
15 807 158 303,798 Sycamore Creek; 8 second dwelling units counted as MFDU
16 0 0 1,921,000 Carlsbad Oaks North BP; Building area from 8/01/02 update
17 523 100 2,511,000 Bressi Ranch; 40,000 sqft for private school & daycare/church
18 308 0 2,262,817 140 condos counted as SFDU
19 218 78 69,520 61 condos counted as SFU; 78 timeshares counted as MFDU
20 687 24 73,450
21 185 210 0
22 168 286 53,280 149 condos counted as SFU
23 0 264 507,000 includes assisted living project (non-res & MFDUs)
24 32 0 0
25 130 0 0
Totals 7,065 3,270 15,033,784
No. of Res. Units Comments
Note: shaded rows indicate LFMZs with parcels outside of the CMWD
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The unit demands developed to project ultimate water demands from buildout data in the Growth
Database are listed in Table 2-5. These water demands were reviewed and approved by CMWD Staff.
Table 2-5
UNIT DEMANDS FOR ULTIMATE PROJECTIONS
LAND USE TYPE PROJECTED WATER
USE FACTOR DEVELOPMENT UNIT
Single-Family
Residential 550 gallons per day per dwelling unit
Multi-Family
Residential 250 gallons per day per dwelling unit
Non-Residential 2,300 gallons per day
per 10,000 square feet of
building area
2.5.2 Ultimate Demand Projections
Ultimate demand projections are based on build-out conditions for the CMWD, which is projected to
occur by the year 2020. The CMWD is surrounded by four neighboring districts, and there is no
expectation of altering the current district boundary in the future The projected ultimate demand under
various peaking conditions is listed in Table 2-6.
Table 2-6
SUMMARY OF PROJECTED ULTIMATE DEMANDS
Average Day 23.9 MGD 37.0 CFS
Minimum Month 12.0 MGD 18.5 CFS
Maximum Month 35.9 MGD 55.5 CFS
Maximum Day 39.4 MGD 61.0 CFS
Peak Hour 69.3 MGD 107.2 CFS
The scope of work for this Master Plan Update states that “ultimate demand projections are to be based on
the assumption that the planned Phase II expansion of the CMWD Recycled Water System is not
constructed”. To estimate ultimate demands, demand projections for future development identified in the
Growth Database and irrigation demands identified from the 1999 Recycled Water Master Plan are added
to existing system demands. The projected ultimate demand is illustrated together with historical
demands on Figure 2-5. An estimate of the ultimate water use by category is provided in Figure 2-6.
Figure 2-5
HISTORICAL DEMANDS AND ULTIMATE DEMAND PROJECTIONS
Multi-Family
Residential
9%Commercial/
Industrial
23%
Irrigation
12%Irrigation
(Phase II Recycled)
12%
Single-Family
Residential
42%
Temporary
1%Agriculture
1%
Figure 2-6
PROJECTED ULTIMATE DEMANDS BY CATEGORY
21.2
23.9
10
12
14
16
18
20
22
24
26
1990 1995 2000 2005 2010 2015 2020Average Annual Demand (MGD)Historical water
consumption based on CWA
deliveries
Projected demands
without operation of Phase II
Recycled water system
Projected demands
assuming operation of Phase II
Recycled water system
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WATER MASTER PLAN UPDATE 2-11
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2.5.3 Ultimate System Hydraulic Analysis
The ultimate system H2ONET model was developed from the existing system model, layout plans for
planned developments, and current CMWD CIP projects. The hydraulic profile of the ultimate system as
modeled is provided in Figure 2-7. The ultimate system model includes only the existing storage
facilities, however additional storage facilities are recommended to satisfy the required storage criteria
(discussed in the next section). A new pump station was added to the model to supply the 700 Zone from
the 490/550 Zone under the emergency supply scenario from Maerkle Dam.
Projected demands were input to the ultimate system model using a multi-step process. Hydraulic
analysis of the ultimate system was performed to size and verify proposed future facilities. The ultimate
system model was analyzed under both maximum day demand and emergency supply scenarios. Several
iterations of the ultimate system model were developed as proposed facilities were added or modified
based on analysis results. The final ultimate system model is illustrated on Exhibit 2 in Appendix A
Maximum Day Demand 24-Hour Simulation - Projected demands corresponding to an ultimate system
maximum demand day were developed and input to the ultimate system model to identify and size future
facilities. Several simulation iterations were required to properly adjust the SDCWA inflows, distribution
system valves with variable settings, and pressure settings for new pressure reducing valves.. The final
SDCWA inflows modeled at the aqueduct connections are shown in Table 2-7. Supply from SDCWA
Connection No. 3 (Supply to Maerkle Reservoir/Dam) was maximized based on the increased
transmission capacity of the 490 Zone and the benefit of increased circulation in Maerkle Dam. It is
noted that the supply from SDCWA Connection No. 2 is at the existing rated capacity, and the supply
from the Maerkle Connection is nearly at capacity.
Table 2-7
SDCWA MAX DAY SUPPLY IN THE ULTIMATE SYSTEM MODEL
(MGD) (cfs) (MGD) (cfs)
CWA No. 1 (Palomar Airport
Road Connection)23.3 36.0 16.2 25.0
CWA No. 2 8.6 13.3 8.6 13.3
TAP No. 3
(Maerkle Connection)11.6 18.0 11.0 17.1
TAP No. 4
(TAP Connection)8.7 13.5 5.1 7.8
TOTALS 52.2 80.8 40.9 63.3
* Rated capacity for Conn. No. 1, 3 and 4 is the capacity of the SDCWA meter at the turnout, minus 10%.
Rated capacity for Conn. No. 2 is based on a contractual agreement with VWD, OMWD, and Carlsbad.
Supply in Ultimate System Mode
with Max Day DemandsSan Diego County Water
Authority Connection
Rated Capacity*
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Model results from the maximum day demand simulation were reviewed to assess system operations and
reservoir performance. The existing reservoirs in the ultimate system were able to supply operational
storage and refill.
Emergency Supply Scenario - The ultimate system model was analyzed under an emergency supply
scenario, with average day demands supplied from the Maerkle Dam. In this simulation, the bypass at the
Maerkle Control Valve was opened to create an integrated 490-550 zone and the Calavera Hills Pump
Station was operated to supply the 580 Zone. The capacity of the proposed 700 Zone emergency supply
pump station was set equal to the average day demand of the 700, 680 580S and 510 Zones, which is
approximately 3.6 MGD or 2,500 gpm.
A 24-hour simulation was run, and model results indicated that average day demands could be supplied to
the entire distribution system from Maerkle Reservoir. However, the capacity of the Maerkle Reservoir
Pump Station, which supplies Maerkle Reservoir from Maerkle Dam, will have to be increased to
approximately 16,500 gpm (23.9 MGD). Although pressures in the 550 Zone dropped by approximately
25 psi, analysis results indicate that the required 40 psi minimum pressure could be maintained.
2.5.4 Storage Analysis
The required storage volume based on projected ultimate demands is calculated and compared to the
capacity of the existing system reservoirs. Calculations to determine the required storage volume are
shown in Table 2-8. Based on these calculations, there is projected to be a storage deficit of
approximately 4.5 million gallons (MG) in the ultimate system. Additionally, the District is considering
the removal of the 1.5 MG “E” Reservoir from the system, which does not operate together with the other
two 255 Zone reservoirs due to its elevation.
The CMWD emergency storage policy is to provide 10 days of average water use. Based on the projected
ultimate average annual demand of 23.9 MGD, the required storage volume is 239 MG. If demands
identified as being supplied from the future Phase II Recycled Water System are not included, the
projected ultimate demand is approximately 21.2 MGD, and 212 MG of emergency storage will be
required. Maerkle Dam is reported to have a storage capacity of 195 MG. Therefore, additional storage
will need to be constructed to comply with the CMWD emergency storage policy.
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Table 2-8
ULTIMATE DAILY STORAGE REQUIREMENTS
ADD MDD Operational Fire
(MGD) (MGD)(.15 x MDD)Flow(1)
700 2.80 4.61
Santa Fe II 680 0.42 0.70
&580S 0.06 0.10
510 0.31 0.52
550 3.86 6.38
430 0.21 0.35
490 0.36 0.60
285 0.14 0.24 0.1 MG 0.96 MG 1.0 MG 2.1 MG
198 0.08 0.13
580(2)0.51 0.85
446 2.25 3.71 0.7 MG 0.96 MG 4.7 MG 6.4 MG
349 0.09 0.15
D3 375 4.02 6.64 1.0 MG 1.92 MG 6.6 MG 9.6 MG 8.5 MG -1.1 MG
La Costa Lo 318 3.60 5.94 0.9 MG 0.96 MG 5.9 MG 7.8 MG 1.5 MG -6.3 MG
Ellery 330 1.10 1.82 0.3 MG 0.96 MG 1.8 MG 3.0 MG 5.0 MG 2.0 MG
Elm
Skyline 255 4.07 6.72 1.0 MG 0.96 MG 6.7 MG 8.7 MG
"E" Res.
23.9 39.4 5.9 MG 9.6 MG 39.4 MG 55.0 MG 50.5 MG -4.5 MG
(1) Equal to the volume of water based on the largest fire flow within the tank service area (flow rate times duration). For
large service areas, the fire flow storage was increased based on the potential for multiple fires.
(2) The 580 Zone has no available storage but can be supplied from the TAP Res. through the Calavera Pump Station.
7.9 MG
-0.4 MG
Maerkle Res.
TAP
10.0 MG
TOTALS
6.0 MG
4.5 MG -4.2 MG
La Costa
High
1.9 MG 2.88 MG
RESERVOIR Service
Zones
Projected Demand
Reserve
( 1 MDD)
Storage Requirements Available
Emergency
Capacity
12.7 MG 15.0 MG -2.4 MG
Reservoir
CapacityTotal
17.4 MG
2.6 WATER QUALITY
Maerkle Dam provides storage capacity for daily operational needs and supplies the distribution system
when imported water is not available from the SDCWA (due to aqueduct and treatment plant shutdowns).
The dam is also used to maintain sufficient local storage to meet the City’s “Growth Management
Requirement”, which states that the CMWD is to maintain 10 days of storage for the distribution system.
These storage requirements, however, are affecting CMWD’s ability to maintain water quality in Maerkle
Dam.
The treated water purchased from the SDCWA uses chloramines as the secondary or residual disinfectant.
The water therefore contains low concentrations of ammonia, which serves as a potential source of
reduced nitrogen. Due to the presence of ammonia combined with the long residence time in Maerkle
Dam, additional treatment of the water is required to avoid water quality complications due to
nitrification. Nitrification is the result of biological conversion of ammonia to nitrite, which represents
an oxidant demand. Historically, CMWD practiced breakpoint chlorination to remove the ammonia and
produce a free chlorine residual in the reservoir influent water. However, this practice formed high
concentrations of disinfection byproducts (DBPs) and may have adverse consequences for water system
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operation and compliance with the newly effective Stage 1 Disinfectants and Disinfection Byproducts
(D/DBP) Rule and the soon to be proposed Stage 2 D/DBP Rule.
To address both the elevated DBP formation and the potential for nitrification, CMWD requested an
amendment to its “Domestic Water Supply Permit” to test the use of chlorine dioxide for control of DBP
formation and nitrification. An amendment was issued on June 5, 2002 by the California Department of
Health Services (DOHS) under permit amendment 05-14-02PA-002. On June 19, 2002, CMWD
discontinued its current practice of breakpoint chlorination and began testing the use of chlorine dioxide
to reduce organohalide DBP formation and produce a new byproduct, chlorite, to control nitrification.
Monitoring results for chlorine dioxide in the unblended Maerkle Dam effluent feed show very steady,
predictable, and satisfactory results. The chlorite dioxide residual in the reservoir effluent is well below
0.64 mg/L (80% of Maximum Residual Disinfectant Level) and the daily chlorite level in the reservoir
effluent was well below 0.80 mg/L (80% of the Maximum Contaminant Level). The weekly nitrite level
in the reservoir effluent has stayed below 0.010 mg/L with a stable chloramine residual being observed
(~1.0 mg/L), even after several months of detention in the reservoir.
With the cessation of breakpoint chlorination, the concentration of total trihalomethanes (TTHM) in the
Maerkle Dam effluent is rapidly decreasing, and distribution system concentrations also appear to be
decreasing. TTHM in the Maerkle Dam effluent have now approached the influent concentrations found
in the treated water supply from the SDCWA. For these reasons, CMWD plans to continue the use of
chlorine dioxide. This results in the need for a permanent installation of a chlorine dioxide generator and
chemical storage facility. A decision on the permanent installation will be delayed until after the seawater
desalination project has been decided upon, which calls for desalinated water to be stored at Maerkle Dam
(discussed in the next section).
2.7 SEAWATER DESALINATION
A feasibility study has been prepared by a private company for a future 50 MG seawater desalination
facility adjacent to the Encina Power Plant. The plant could eventually be expanded to a 100MG facility.
The high quality drinking water would be sold based on long-term water sales agreements, and a draft
water purchase agreement has been submitted to the SDCWA for their consideration. The proposed
desalination plant would deliver desalinated water to CMWD, the City of Oceanside, VID, VWD, and the
SDCWA. Desalinated water would be pumped from the desalination facility in a new 48-inch diameter
pipeline to Maerkle Dam and Maerkle Reservoir prior to distribution to the various use areas. Maerkle
Dam would therefore be converted to a desalinated water storage facility.
CMWD is currently conducting its own internal evaluation of the desalination study separate from the
Water Master Plan Update. SDCWA staff is also reviewing the feasibility study and is in discussion with
staff at Carlsbad and Oceanside over coordinating technical review of the proposal. CMWD has
expressed concern over the mixing of desalinated water with imported water from the SDCWA, and the
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WATER MASTER PLAN UPDATE 2-16 March 2003
effect of changing supply sources on customers. Specifically, changes in taste, mineral content, and the
overall water hardness may adversely affect customers who, under various seasonal supply scenarios,
would be delivered either desalinated water, imported water, or a mixture of both supplies. The CMWD
has therefore requested first rights to the desalinated water in order to supply all of its customers from a
single source.
If the desalination plant is constructed there will be numerous impacts to the City of Carlsbad and the
operation of the CMWD distribution system. In addition to new pipelines, a new pump station will be
required at Maerkle Dam to pump desalinated water back into the SDCWA tri-agency pipeline and an
additional CMWD pumping facility would be required to supply the upper zones with desalinated water
from Maerkle Reservoir. Emergency storage rights for the water in Maerkle Dam will need to be
negotiated. The potential impacts of changing the water supply to a desalinated source also need further
investigation.
2.8 RECOMMENDED CAPITAL IMPROVEMENT PROGRAM
Water distribution system improvements are recommended to supply future demands and improve system
reliability. The recommended CIP includes the CMWD-funded projects proposed for build-out of the
water distribution system, which is projected to occur by the year 2020. The proposed improvements are
illustrated on Exhibit 3 in Appendix A and are summarized by phase with an opinion of probable
construction cost in Table 2-9. The projects have been grouped into phases to address proposed
improvements to the existing distribution system in Phase I, improvements to provide an emergency
water supply to the entire distribution system from Maerkle Dam in Phase II, and improvements required
for future development in Phase III. These phases should provide the CMWD with a long range planning
tool to keep up with growth and provide for expansion of the water distribution system in an orderly
manner. It is noted that phasing for recommended improvement projects may be accelerated or deterred
to account for changes in development schedules, availability of land or rights-of-way for construction,
funding limitations, and other considerations that cannot be predicted at this time.
Fourteen projects are recommended to increase the available fire flow capacity in the existing system.
The majority of the recommended fire flow projects consists of replacing older 6-inch diameter pipelines
with larger diameter pipelines. Four projects are recommend to increase the reliability of the existing
system, based on the CMWD requirement that no more than 18 houses are to be served from a dead-end
water line. Several water system improvements are required to supply the entire distribution system from
storage in Maerkle Dam. These projects include increasing the capacity of the Maerkle Pump Station,
constructing a second transmission main from Maerkle Reservoir to the 490 Zone distribution system to
increase capacity, construction of additional delivery mains and reducing stations to supply the 446 and
375 Zones from the 490 Zone, replacement of the existing 20-inch diameter pipeline in El Camino Real
upstream of the Maerkle Control Vault with a 30-inch diameter pipeline, and construction of an
emergency pump station to supply the 700 Zone from the 490 Zone.
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WATER MASTER PLAN UPDATE 2-17 March 2003
Several transmission main capacity improvements are recommended in the ultimate distribution system to
supply future demands. Generally, distribution pipelines 12-inches in diameter and smaller required to
serve future development projects are considered developer-funded projects. Larger pipelines are
included in the CIP. In some cases, both the developer and the CMWD will share pipeline project costs.
Transmission system capacity improvements are recommended for the 700 Zone to supply increased
demands and also to integrate the existing 700N and 700S Zones into a single zone.
Based on projected ultimate demands and the planned removal of the “C” Reservoir form the potable
water distribution system, there will be a daily storage deficit of approximately 4.5 MG within the
distribution system. The storage deficit will increase by an additional 1.5 MG if the CMWD decides to
remove the “E” Reservoir from service. It is recommended that the daily storage deficit be met by
constructing an additional reservoir at the D3 Reservoir site, where there is already a reservoir pad in
place on District-owned property. To operate efficiently in the distribution system, it is recommended
that a “twin” reservoir be constructed with the same dimensions and capacity as the existing 8.5 MG D3
Reservoir.
During completion of this planning document, City Staff decided that the 10-day emergency storage
requirement is to be calculated based on the projected ultimate ADD without Phase II recycled water
demands. To meet the future emergency storage deficit, construction of an additional reservoir adjacent
to Maerkle Dam was recommended in the last Master Plan. This previous storage solution has been
carried forward at the request of District Staff, and a buried reservoir with a capacity of 15 MG is
recommended to provide the required 10-days of emergency storage at build-out conditions (CIP No. 28).
Zone Description/Location Project TypeExisting Diam.New Dam.Pipeline LengthUnit Cost Estimate*35% ContingencyTotal Constr. Cost * Benefit/CommentsF 1 330Upsize 6" and 4" PL in Jeanne Place to end of cul-de-sacPipeline Replacement6-in. 8-in. 600' $95 /linear ft. $33 $ 76,800 Upsize to provide Residential fire flowF 2 446Upsize 6" PL in Nob Hill Drive to end of cul-de-sacPipeline Replacement6-in. 8-in. 650' $95 /linear ft. $33 $ 83,200 Upsize to provide Residential fire flowF 3 446Upsize 6" PL in Holly Brae Lane and Alder Ave east of Skyline Dr.Pipeline Replacement6-in. 8-in. 890' $95 /linear ft. $33 $ 114,000 Upsize to provide Residential fire flowF 4 446Upsize 6" PL in Falcon Dr. east of Donna Dr. to cul-de-sacPipeline Replacement6-in. 8-in. 870' $95 /linear ft. $33 $ 111,400 Upsize to provide Residential fire flowF 5 255Upsize 6" PL in Cynthia Ln & Gregory Dr, from Knowles Av to cul-de-sacPipeline Replacement6-in. 8-in. 710' $95 /linear ft. $33 $ 90,900 Upsize to provide Residential fire flowF 6 330Upsize 6" PL in Tamarack Av from Highland Drive west to Adair St., and in Adair St to cul-de-sacPipeline Replacement6-in. 8-in. 1250' $95 /linear ft. $33 $ 160,100 Upsize to provide Residential and Multi-family fire flowF 7 330Upsize 6" PL in Highland Dr. from Yourell Ave to RatcliffPipeline Replacement6-in. 8-in. 700' $95 /linear ft. $33 $ 89,600 Upsize to provide Residential fire flowF 8 580Switch supply to hydrants at the Calavera Rec. center from the 580 Zone to the 446 Zone New Connection to Fire HydrantsNA NA NA $25,000 L.S. $8,750 $ 33,750 The 580 Zone has no storage. Modify system to provide Comm/Ind fire flow to recreation center from the 446 Zone and TAP Reservoir F 9 330Upsize 6" PL from Chestnut Ave at Woodland Way to the end of Woodland Pipeline Replacement6-in. 8-in. 560' $95 /linear ft. $33 $ 71,700 Upsize to provide Multi-Family fire flowF 10 255Upsize 6" PL in Garfield from Chinquapin Ave to end of cul-de-sacPipeline Replacement6-in. 8-in. 846' $95 /linear ft. $33 $ 108,300 Upsize to provide Comm/Ind fire flowF 11 255Upsize 6" PL in Arland Road from Highland to Buena Vista WayPipeline Replacement6-in. 12-in. 780' $116 /linear ft. $41 $ 121,900 Upsize to provide Comm/Ind fire flowF 12 330Install parallel pipeline in Highland Dr. from Hillside Dr. south to Adams St.New Watermain6-in. 8-in. 2400' $95 /linear ft. $33 $ 307,300 Upsize to provide Residential fire flow & provide redundant supplyF 13 255Install parallel pipeline in Cove Drive from Park Drive to end.New Watermain6-in. 10-in. 1300' $106 /linear ft. $37 $ 185,700 Upsize to provide Multi-Family fire flow & provide redundant supplyF 14 680High elevation areas in the vinicity of Obelisco Place/Circleemergency pumpNA NA NA $75,000 L.S. $26,250 $ 101,250 Install emergency pump to boost pressures & provide the req'd fire flow @ 20psi 2 255Parallel existing. 8" PL in Crestview Drive south of El Camino RealNew Watermain8-in. 8-in. 600' $95 /linear ft. $33 $ 76,800 Provides redundant supply to existing residential area 3 255El Camino Real south from Kelly Drive to Lisa StreetNew WatermainNA 10-in. 1500' $106 /linear ft. $37 $ 214,300 Provides looping to improve pressures and reliability550El Camino Real from Palomar Airport Road south to Cassia RoadWatermain Replacement20-in. 24-in. 6100' $240 /linear ft. $84 $ 1,976,400 Replace existing pipeline and provide increased flow capacity 375Poinsettia Lane west from Skimmer Ct. to Blackrail Rd.New WatermainNA 12-in. 4500' $116 /linear ft. $41 $ 703,000 Completes 375 Loop along Poinsettia Lane; Increase capacity to/from the D3 Reservoir550Poinsettia Road, 1100 feet east of Blackrail Rd.Watermain Replacement18-in. 30-in. 1100' $250 /linear ft. $88 $ 371,300 Increase supply to 550 Zone and D3 Reservoir550Aviara Pky at Plum Tree north to Mariposa St, then east to Sapphire Dr. New WatermainNA 8-in. 3100' $95 /linear ft. $33 $ 397,000 Provide redundant supply to residential development680 Intersection of El Fuerte and Corintia St.New 700 => 680 PRSNA NA NA $100,000 L.S. $35,000 $ 135,000 Provide redundant supply to 680, 580S and 510 Zones318Carlsbad Boulevard from Avenida Encinas south to the District boundaryNew WatermainNA 12-in. 4900' $116 /linear ft. $41 $ 765,500 Provide 2-way emergency conn w/SDWD 240 Zone; can supply to 318 Zone west of I-5 171822161921Table 2-9CMWD RECOMMENDED CAPITAL IMPROVEMENT PROGRAMLabelPHASE I - EXISTING SYSTEM IMPROVEMENTS WATER MASTER PLAN UPDATEMarch 2003
Zone Description/Location Project TypeExisting Diam.New Dam.Pipeline LengthUnit Cost Estimate*35% ContingencyTotal Constr. Cost * Benefit/Comments550Parallel existing PL in Poinsettia Road from Ambrosia Ln. to Blackrail Rd.New Watermain18-in & 30-in12-in. 2000' $116 /linear ft. $41 $ 312,400 Provide redundant supply to residential developments700Palomar Airport Road west of SDCWA Connection #1Watermain Replacement20-in. 30-in. 1500' $250 /linear ft. $88 $ 506,300 Reduce velocity & provide increased capacity from SDCWA #1 Connection into 700 Zone.490 El Camino crossing at Kelly Dr.New watermainNA 12-in. 300 $124 /linear ft. $43 $ 50,200 Increase supply to the 255 Zone directly from the 490 Zone thru the Kelly PRSNAAbandonment of 9 wells at the Foussart well field well abandonmentNA NA NA $150,000 L.S. $52,500 $ 202,500 Abandon wells per State standards; removal of pumps, structures & restoration of propertyNA Lake Calavera Reservoir Improvementsreservoir improvementsNA NA NA $1,200,000 L.S. $420,000 $ 1,620,000 Replacement of outlet tower valves and piping; Re-grade reservoir bottom255 Oceanside Intertie Upgradeintertie upgradeNA NA NA $75,000 L.S. $26,250 $ 101,250 Valve, pipeline and meter replacements for the existing inter-tieNA Groundwater/seawater desalination study report/study NA NA NA NA NA $ 649,860 Investigate treatment/delivery of City owned groundwater;seawater desalination feasibilitySubtotal Phase I Improvements: 9,738,000$ 375Bryant Drive from Longfellow to El Camino Real, south on El Camino Real to College and northeast on College to Badger LaneNew WatermainNA 12-in. 4000' $116 /linear ft. $41 $ 624,900 Connects isolated portions of 375 Zone & provides for supply from Maerkle Res. for ex. and future development.$250 /linear ft. $88$150,000 L.S. $52,500$133 /linear ft. $47$100,000 L.S. $35,000490College Blvd from future intersection with Cannon south to future Tee leading to Maerkle ReservoirNew WatermainNA 16-in. 4000' $133 /linear ft. $47 $ 719,500 Primary feed for Robertson Ranch (490=>255 PRV); Increase supply capacity from Maerkle490In College Ave, from Badger Lane north aprrox. 1,200 ft, then east through future developmentNew WatermainNA 36-in. 5200' $220 /linear ft. $77 $ 1,544,400 Increase supply capacity from Maerkle Res and provide a redundant supply pipeline490Connection from terminus of Project #10 to Maerkle ReservoirNew WatermainNA 36-in. 4100' $220 /linear ft. $77 $ 1,217,700 Increase supply from Maerkle Res.; Supply to new 490 development east of El Camino and Rancho Carlsbad golf course.700El Fuerte Street from Palomar Airport Road south to Rancho PanchoNew WatermainNA 24-in. 5200' $163 /linear ft. $57 $ 1,141,000 Connects 700N and 700S Zones; Supply for future development 700Northeast corner of El Camino Real and Palomar Airport RoadPump Station NA $900,000 L.S. $315,000 $ 1,215,000 Provide emergency supply to 700, 680, 580S, and 510 Zones from Maerkle Res; Pump Station sized to supply the projected ult AAD of the zones supplied. 375Cannon Road, 1,800 feet NE from Faraday RoadNew WatermainNA 16-in. 2760' $133 /linear ft. $47 $ 496,500 Provide for 375 supply from Maerkle Res; Increased capacity for future development490Maerkle Pump Station Capacity ImprovementsEnlarge Pump StationNA $500,000 L.S. $175,000 $ 675,000 Req'd for emergency supply from Maerkle Dam. Increase PS capacity to existing ADDSubtotal Phase II Improvements: $ 9,616,000 10111523207$ 708,800 $ 1,273,600 Upsize existing 20" to 30" along El Camino Real from Cougar Dr. to Faraday Ave including Maerkle Control ValveWatermain Replacement & valve20-in.New Watermain & PRS6330'College Blvd from Carlsbad Village Drive south to Cannon Road, 490=>446 PRS NA3426LabelPHASE I - EXISTING SYSTEM IMPROVEMENTS (continued)46313224Table 2-9 (continued)33Capacity = 2,500 gpm30-in. 1500'PHASE II - EMERGENCY SUPPLYIncrease supply capacity to 446 Zone from Maerkle Res.5 490490/ 44616-in.Larger diam. pipe reduces pressure loss during emergency supply to 550 Zone from Maerkle DamAdditional capacity = 5,000 gpm29 (a)36WATER MASTER PLAN UPDATEMarch 2003
Zone Description/Location Project TypeExisting Diam.New Dam.Pipeline LengthConst. Unit Cost35% Contingency Total Est. Cost * Comment$116 /linear ft. $41$100,000 L.S. $35,000375College Blvd from Cannon Road south to Badger LaneNew WatermainNA 12-in. 4130' $116 /linear ft. $41 $ 645,200 Supply for new development and creates 375 Zone loop east of El Camino375In Cannon Rd., from Merwin Drive east to intersection with future College Blvd.New WatermainNA 12-in. 4400' $116 /linear ft. $41 $ 687,400 Supply for new development and creates 375 Zone loop east of El Camino700In future extension of Melrose Dr., from PAR north to future Faraday Rd.New WatermainNA 16-in. 4000' $133 /linear ft. $47 $ 719,500 Provides looped supply to new North 700 zone business park in LFMZ 16 (1 of 3)700In northern El Fuerte St. extension, to future Faraday Road New WatermainNA 16-in. 2200' $133 /linear ft. $47 $ 395,700 Provides looped supply to new North 700 zone business park in LFMZ 16 (2 of 3)700In future Faraday Rd. extension, between El Fuerte St. and Melrose Dr.New WatermainNA 16-in. 3600' $133 /linear ft. $47 $ 647,600 Provides looped supply to LFMZ 16 (3 of 3) and supply to 550 Zone from 700=>550 PRV375Poinsettia Road from El Camino Real west to Skimmer Court (Poinsettia Lane)New WatermainNA 12-in. 1300' $116 /linear ft. $41 $ 203,100 Parallel existing 8-inch to increase capacity in the 375 Zone and supply from the 550 Zone thru Villages of La Costa375Construct new 375 Zone water reservoir next to existing D-3 ReservoirNew Water Storage ReservoirNA $0.60/ gal $0.21/ gal $ 6,885,000 Provides additional daily storage within the distribution system for ultimate demands490Construct buried storage reservoir next to existing Maerkle ReservoirNew Water Storage ReservoirNA $1.00/ gal $0.35/ gal $ 11,475,000 Provides additional emergency storage to meet 10-day storage criteria based on ultimate demands490Maerkle Pump Station Capacity ImprovementsEnlarge Pump StationNA $500,000 L.S. $175,000 $ 675,000 Req'd for emergency supply from Maerkle Dam. Increase PS capacity to projected ADD375Gross Pressure Reducing Station Improvements490=>375 PRS UpgradeNA NA NA $75,000 L.S. $26,250 $ 101,250 Increase capacity of existing Gross PRS to supply new development from 490 Zone392Install 490=>392 PRS at Cannon Road and College Blvd.490=>392 PRSNA NA NA $100,000 L.S. $35,000 $ 135,000 Project will take place when existing "C" Reservoir is taken out of service580Calavera Pump Station Improvements, College Blvd at Carlsbad Village Dr.PS upgrades NA NA NA $300,000 L.S. $105,000 $ 405,000 Install standby generator & building, hydropneumatic tank & add'l pumpSubtotal Phase III Improvements: $24,143,000CIP TOTAL PHASES I - III $43,497,000* Opinion of probable construction cost is based on a Construction Cost Index (CCI) of 6578 for November 2002.City of CarlsbadDudek & Associates, Inc. 37255From end of Marron Road east to Tamarack; 446=>255 PRV at TamarackNew Watermain & PRS29(b)1213141NA896600'Capacity = 8.5 MG28Capacity = 15 MG2527Additional capacity = 5,000 gpm3530Table 2-9 (continued)LabelPHASE III - FUTURE DEVELOPMENTSupply new developments in LFMZ 25 & provide additional supply to the 255 Zone $ 1,168,600 12-in.WATER MASTER PLAN UPDATEMarch 2003
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 3-1 March 2003
CHAPTER 3
EXISTING SYSTEM DESCRIPTION
This chapter summarizes the existing CMWD distribution system as of December 2001. The facilities
comprising the water distribution system include San Diego County Water Authority (SDCWA) turnouts,
transmission mains, distribution pipelines, pressure reducing stations, storage reservoirs and pump
stations. Information regarding the existing water distribution system facilities was derived from the
District’s water atlas books, as-built construction drawings, previous reports and studies, and input from
City of Carlsbad Engineering and Public Works staff. The existing water distribution system is illustrated
on the color wall map provided as Exhibit 1 in Appendix A.
3.1 GENERAL
The CMWD service area includes the majority of the City boundary, with the exception of the southeast
corner of the City. Water distribution in the southeastern area is provided by the Olivenhain Municipal
Water District (OMWD). Carlsbad’s water service area extends from the Buena Vista Lagoon and Creek
south to the Batiquitos Lagoon, and from the Pacific Coast to approximately 5 miles inland. The
approximately 32 square mile service area is characterized by gently rolling to highly dissected mesa-like
hills, commonly topped by remnants of marine terraces. Elevations range from sea level along the coast
to just under 600 feet along the eastern boundary. The mean temperature range for the District’s service
area is typically between 55 F in January to approximately 70 F in August. The average annual
precipitation within the service area ranges from 11 to 15 inches. Precipitation generally occurs between
the months of November and March.
3.2 WATER SUPPLY
The CMWD imports water through the SDCWA for their potable water needs. Water is supplied to the
CMWD through four separate SDCWA treated water turnouts. Two of the turnouts, CWA No. 1 and
CWA No. 2, are direct connections to the SDCWA Second Aqueduct. CWA No. 1 supplies only the
CMWD, and CWA No. 2 supplies the Vallecitos Water District (VWD) and the Olivenhain Municipal
Water District (OMWD) in addition to the CMWD. Water supply to the CMWD from CWA No. 2 is
delivered through a VWD transmission main. Connections No. 3 and No. 4 to the aqueduct system are on
the SDCWA owned and operated Tri-Agency Pipeline (TAP), which is also supplied from the SDCWA
Second Aqueduct. The TAP also serves the City of Oceanside and the Vista Irrigation District (VID).
The SDCWA aqueduct connections are summarized in Table 3-1. Emergency sources of water are
discussed later in this chapter (Section 3.4).
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 3-2 March 2003
Table 3-1
SDCWA AQUEDUCT CONNECTIONS
(cfs) (MGD)
CWA No. 1
(Palomar Airport
Road Connection)
Second SDCWA
Aqueduct 36 23 11 - 22 7 - 14 6 - 15 4 - 10
700N/ Sante Fe II
Reservoir
CWA No. 2 Second SDCWA
Aqueduct 13.3 9 3 - 10 2 - 6 2 - 4 1 - 3
700S/ La Costa
Hi Reservoir
TAP No. 3
(Maerkle
Connection)
Tri-Agency
Pipeline (TAP)18 12 7 - 10 5 - 6 3 - 8 2 - 5
490/ Maerkle
Reservoir
TAP No. 4
(TAP Connection)
Tri-Agency
Pipeline (TAP)13.5 9 4 - 10 3 - 6 2 - 5 1 - 3
580/ TAP
Reservoir (446
Zone)
TOTALS 81 52 25 - 52 16 - 34 13 - 32 8 - 21
* Rated capacity for Conn. No. 1, 3 and 4 is the capacity of the SDCWA meter at the turnout, minus 10%. Rated
capacity for Conn. No. 2 is based on a contractual agreement with VWD, OMWD, and Carlsbad. The maximum
flow that can be delivered may be less due to downstream pipeline capacity limitations.
(cfs) (MGD)
Supply
Source
Rated
Capacity* Supply Zone/
Reservoir
(cfs) (MGD)
San Diego
County Water
Authority
Connection
Normal Delivery Rate Range
Summer Winter
CMWD operations staff remotely set daily water delivery rates for the SDCWA turnouts. Water order
requests are made to the SDCWA 24-hours prior to delivery. Presently the CMWD has an option to
adjust flow through any of the four connections twice a day. With the exception of the TAP No. 4
connection, water is supplied directly to zones with a reservoir to ensure that a constant flow rate can be
provided regardless of demands in the system. Flow from the TAP No. 4 connection is supplied to the
580 Zone, which has no storage reservoir. However, a sustaining valve from the 580 Zone to the 490
Zone allows the 490 Zone TAP Reservoir to provide buffering capabilities for this connection.
3.3 WATER DISTRIBUTION SYSTEM
The existing distribution system consists of 17 major pressure zones. Four of the zones are supplied
directly from the SDCWA aqueduct connections (700N, 700S, 490, 580). The remaining zones are
supplied through pressure reducing stations. The CMWD hydraulic profile schematic showing aqueduct
connections, pressures zones, storage facilities, pump stations and primary pressure reducing stations is
provided on Figure 3-1.
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 3-3 March 2003
3.3.1 Pressure Zones
The CMWD distribution system consists of 17 major pressure zones and several smaller reduced zones
with private distribution systems. Of the 17 major zones, nine are open zones with reservoirs. The
remainder are closed zones with pressure regulating valves. Pressure zones within the CMWD are
identified by a number that typically corresponds to the bottom elevation of the reservoir or, for zones
without storage, the hydraulic grade set by the primary pressure reducing station.
The pressure zone service areas are illustrated on Figure 3-2, along with the existing distribution system
pipelines. The service area boundaries have been updated from the previous Master Plan based on input
from City operations staff. The zone boundaries were further modified based on existing elevations and
planned development for ultimate conditions. Therefore, some of the service areas identified on Figure 3-
2 do not have any existing distribution pipelines. It is noted that the existing 700N and 700S Zones are
planned to be combined and operated as a single zone in the near future.
3.3.2 Distribution Pipelines
The existing distribution system has over 300 miles of pipelines 6-inches in diameter and larger. Most of
the pipelines are constructed of asbestos cement pipe (ACP). Larger transmission mains are constructed
of CMLC steel and newer pipelines are primarily polyvinyl chloride (PVC). For this Master Plan Update,
the existing system computer model developed as part of the previous Master Plan was reviewed and
updated to reflect current conditions. The 2001 model includes major delivery mains and looped
distribution pipelines. Onsite distribution pipelines through commercial properties and smaller dead-end
pipelines are typically not included in the model. The pipelines color-coded by pressure zone in the
updated existing system model are shown on Exhibit 1 in Appendix A. Table 3-2 summarizes pipeline
lengths by diameter included in the hydraulic model.
Table 3-2
HYDRAULIC MODEL PIPELINE SUMMARY
Pipeline Diameter
(inches)
Total Pipeline
Length (miles)
Pipeline Diameter
(inches)
Total Pipeline
Length (miles)
6 24.8 24 2.7
8 105.9 27 1.8
10 45.1 30 3.3
12 51.8 33 0.6
14 11.8 36 3.2
16 23.8 37 1.3
18 3.6 42 0.4
20 2.3 48 0.4
21 3.0
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 3-4 March 2003
3.3.3 Water Storage Facilities
Maerkle Dam is the major treated water storage facility for the CMWD, with a capacity of approximately
600 acre-feet (195.5 MG). This reservoir serves as an operational water supply and is also used in
meeting the City's requirement to provide a minimum of ten days of emergency drinking water storage.
Currently the high pressure zones in the southeast portion of the service area (700, 680, 580S and 510)
cannot be supplied with emergency water from the dam. In 1998, CMWD installed a floating cover and
an asphalt liner to Maerkle Dam to meet the State Department of Health Services standard requiring that
reservoirs be lined and covered to prevent possible contamination. This standard complies with the
Environmental Protection Agency's Surface Water Treatment Rule. Under normal operations, water is
supplied to Maerkle Dam from the SDCWA TAP No. 3 connection and then pumped into the adjacent
Maerkle Reservoir. From Maerkle Reservoir water is supplied by gravity to the distribution system.
Water storage for fire flow and daily water operations is provided by eleven reservoirs (enclosed storage
tanks) within the distribution system. Additionally, there is one reservoir that is currently not in use (2.5
MG Santa Fe I). The existing operational storage capacity is 51.5 MG, excluding Maerkle Dam.
Table 3-3 provides a summary of the storage facilities, including a small reservoir used as a forebay for
the Buena Vista Pump Station. All water storage is above ground except for the Maerkle Dam and
Maerkle Reservoir. The distribution system reservoirs have been designed to be extremely flexible in
their ability to transfer water throughout the District. All reservoirs are constructed of steel except for the
Santa Fe I, Santa Fe II, La Costa Hi and TAP reservoirs, all of which are circular pre-stressed concrete,
and the buried 10 MG Maerkle reservoir, which is rectangular and constructed of reinforced concrete.
Reservoir water levels are recorded by the CMWD SCADA (supervisory control and data acquisition)
system.
The major pressure zones have at least one reservoir to regulate pressures and provide operational and fire
flow storage, with the exception of the 580 Zone. The 580 Zone is supplied directly from the TAP No. 4
aqueduct connection. To regulate pressures in the 580 Zone, a pressure sustaining valve assembly is
utilized which passes flow to the 446 Zone TAP Reservoir. In the event of a loss of water supply, a
booster pump station can deliver 1,500 gallons per minute (the required residential fire flow) from the 446
Zone back to the 580 Zone.
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 3-5 March 2003
Table 3-3
EXISTING RESERVOIR SUMMARY
Bottom
Elev.
Hi-water
Level
Tank
Height
Tank
Dia.
Storage
Capacity
(ft) (ft) (ft) (ft.) (MG) Supply Source Normal Fill Operation
Santa Fe II 700
Circular pre-
stressed concrete 700.0 732.0 32.0 219 9.0 SDCWA Conn. #1 Direct from SDCWA #1
La Costa Hi 700
Circular pre-
stressed concrete 700.0 727.0 27.0 194 6.0 SDCWA Conn. #2 Direct from SDCWA #2
Santa Fe I(1)700 Circular 660.0 685.5 27.5 125 2.5 SDCWA Conn. #1
Disconnected from
system in 1987
Maerkle
Reservoir 490
reinforced concrete;
baffled reservoir
w/chloramination
491.3 514.0 22.8
267x
215(rect.)10.0 Maerkle Dam or
TAP #3
Pumped from Maerkle
Dam and/or direct from
TAP #3
Maerkle Dam 490(pumped)lined dam with
floating cover 442.5 500.0 61.0 -- 195.0 TAP # 3 Direct from TAP #3
TAP 446
Circular pre-
stressed concrete 446.0 473.0 27.0 194 6.0 TAP #4
Through 580 Zone from
580=>446 TAP #4 PSV
Cannon "C"(2)392 circular steel 392.0 423.0 31.0 75 1.0 Maerkle Reservoir
periodic fill with manual
valve(2)
D-3 375 circular steel 375.0 430.0 55.0 175 8.5
Santa Fe II Res.
via 550 Zone
550=>375 PRV &
throttled 12" plug valve
Ellery 330 circular steel 330.0 352.5 22.5 194 5.0 Maerkle Reservoir
Ellery Reservoir PSV
490=>330
La Costa Lo 318 circular steel 318.0 356.5 38.5 81 1.5
La Costa Hi/ D3 /
Santa Fe II Res.
remote PRVs in 318
Zone
Buena Vista
Forebay
330(pumped)circular steel 223 243 20.0 9 0.01 Skyline Reservoir Used in emergency only
Skyline 255 circular steel 241.0 263.5 22.5 106 1.5
Maerkle/TAP
Reservoirs
remote PRVs; tank has
12" altitude valve
"E" 255 circular steel 264.0 302.5 38.5 81 1.5 D3 Reservoir
throttled 8" plug valve;
B'Fly valve downstream
controls tank level.
Elm 255 circular steel 255.0 277.5 22.5 106 1.5
Maerkle/Ellery
Reservoirs
remote PRVs; tank has
12" altitude valve
(1) Santa Fe I Reservoir is proposed to be used in the recycled water system in the future.
(2) Cannon "C" tank is being eliminated from the potable water system, and will be used in the Phase II Recycled Water System beginning 2004.
Reservoir Supply
249.0 MGRESERVOIR CAPACITY TOTAL:
Reservoir
Name
Supply
Zone Tank Type
3.3.4 Pump Stations
There are four booster pump stations in the CMWD distribution system. Three are used for emergency
purposes and the fourth, the Maerkle Reservoir Pump Station, supplies water from Maerkle Dam into
Maerkle Reservoir. Under normal operations, this pump station is operated to circulate water in Maerkle
Dam. In addition, the CMWD owns a trailer-mounted pump that can be used in emergency conditions.
The location of each pump station is shown on Exhibit 1 in Appendix A and a summary of each
permanent pump station is provided in Table 3-4.
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 3-6 March 2003
Table 3-4
PUMP STATION SUMMARY
Pump
Station
Suction Zone =>
Discharge Zone
Station
Capacity
(gpm)
Motor
Size/Type
Back-Up
Power Comment
Maerkle
Reservoir
Maerkle Dam =>
Maerkle Reservoir 7000 3-150
Hp/VFD
450 KW
Generator
2 - 7.5 Hp solution pumps &
1-1¼ Hp mixing pump are in
building
Ellery 330 => 446
1200
1000
1- 50 Hp
1- 40 Hp/VFD None
Pump may operate during
peak demand periods in
response to a pressure drop.
Calavera
Hills 446 => 580 1500 2 - 75 Hp None
Emergency use only
(580 Zone has no storage)
Buena Vista 255 => 330 1700 2 - 150 Hp None
Emergency use only.
10,000 gal forebay
The 580 Pressure Zone is provided with emergency booster pumping from the Calavera Hills Pump
Station located near the TAP Reservoir. The station has a capacity of 1,500 gpm to provide the required
fire flow for the residential area. The electrical controls at the Ellery Pump Station are in need of
replacement, which is scheduled to occur within the next year.
3.3.5 Pressure Regulating Stations
The CMWD utilizes pressure regulating stations to supply water to lower pressure zones from higher
zones. The pressure regulating stations typically include combination pressure reducing and pressure
sustaining valves (PRV/PSV). A combination PRV/PSV operates by reducing the downstream pressure
for as long as the upstream pressure does not drop below a set point. In the event that the upstream
pressure drops to the set point, the combination valve will switch to a pressure sustaining mode,
effectively sacrificing the lower pressure zone setting to maintain the minimum upstream pressure.
Under normal operations, a combination PRV/PSV operates in a pressure reducing mode.
The water distribution system operates with over 50 pressure regulating stations, and each station has one
or more valves. Several stations operate in pure sustaining mode and several in pure reducing mode, but
the majority of the stations have at least one combination PRV/PSV. There are also a few stations with
plug valves. A summary of the main stations is provided in Table 3-5. Included in the table are the
number, type and size of the valves and the current valve settings, as provided by CMWD operation staff.
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 3-7 March 2003
Table 3-5
CONTROL VALVE SUMMARY
Down
stream (psi)downstream
grade
upstream
grade
680
PRV 8 95 657 ---
PRV 12 90 646 ---
580
580S
PRV 2/6 90 564 ---
PSV 6 100 --- 587
Colibri PRV 20 680 397 PRV 6 62 540 --- Secondary
550
PRV 6/8 105 525 ---
PSV 6/8 165 --- 664
PRV 12/16 115 548 ---
PSV 12/16 165 --- 664
550E
PRV 6/8 130 492 ---
PSV 6/8 200 --- 653
Melrose 143 700N 322 PRV 6/10 80 507 ---
510
Unicornio 125 680 346 PRV 6 40 438 ---Backup
PRV 6/10 45 504 ---
PSV 10 100 --- 631
PRV 8/10 50 498 ---
PSV 8/10 105 --- 625
490
Maerkle Control Vault 65 550 305 PLUG 20 Throttled to ~0-5 cfs; adjusted priodically
Elm TAP 41 580 PSV 8 --- 0 normally closed (manual operation)
446
TAP #4/Hi-Low Vault 122 580 440 PSV 10/10 50 --- 556 Supply to TAP Res.; Sets 580 Zone grade
PRV 6/12 64 433 ---
PSV 6/12 84 --- 479
PRV 2/8 140 450 ---
PSV 2/8 150 --- 474
Laguna Riviera 56 490 46 PRV 6 165 427 ---
PRV 4/8 85 466 ---
PSV 8 95 --- 489
B-line valve vault 4 490 PLUG 14 normally not active
430
PRV 6/8 98 432 ---
PSV 6/8 120 --- 483
PRV 6/8 98 431 ---
PSV 6/8 100 --- 436
375
PRV 8/12 24 425 ---
PSV 8/12 45 --- 474
PRV 6/12 65 384 ---
PSV 6/12 100 --- 465
PRV 6/10 80 379 ---
PSV 6/10 115 --- 460
Grosse 43 490 95 PRV 6 130 395 --- Supplies isolated portion of zone
Lower Faraday 170 430 120 PRV 4/6 105 363 ---
PRV 4/6 100 336 ---
PSV 4/6 120 --- 382
May run
Fills Reservoir; Downstream 12" plug
valve limits flow rate (28-32% open)
Always runs
127=> 446
105
270
206
194
=> 446
234
=> 375
=> 375
Station Name
1 700S => 680
Supplies isolated portion of zone
North Point D 88 700N => 550 283
Comments
Alga Road PRV #1
Supply
Zone
College East
17 490 => 446
21
Chestnut
82 550 => 375
=> 375
Up
stream
550
550 => 430
=> 446
Backup
=> 430 205
Valve
Type
Valve
Size
(in.)
Valve setting*Station
No.
Pressure Zone
680 => 580S
934
356
Only supply to zone
PSV
Primary; 6" PRV set at 72psi
438
700S
Elev
(feet)
=> 550E
403 Note: Hydraulic grade in 580 Zone is set
by the Elm TAP PSV (580=>490)
=> 580S
700N => 550
Olympia 77
La Golondria 55
Alga Road Station #2 2
Rancho Poncho 156
South Point D 87
Usually closed; 2 & 8" PRV have the
same setting
Always runs
Primary
Always runs; 10" PRV set at 65 psi
91 490
550
22 550
=> 375
48 430 => 375
Rising Glen
Hailey 46
Jackspar
College West
Palomar Oaks
D Reservoir 28
680 => 510
=> 446
285580 => 446
=> 490
383
=> 490
TAP #4 Cannon 124 CWA => 580
Backup
Main station
Backup
Primary Feed
12 230 ---
370
283
400
192
=> 510
=> 550E
El Fuerte and Bolero 34 680 => 510
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 3-8 March 2003
Table 3-5 (Continued)
CONTROL VALVE SUMMARY
Down
stream (psi)downstream
grade
upstream
grade
349
PRV 2/8 60 308 ---
PSV 8 85 --- 366
330
Ellery Reservoir 37 490 326 PSV 14 72-80 --- 492-511 Supply to reservoir; adjusted periodically
Donna and Basswood 25 446 245 PRV 8 35 326 ---Fire Flow only
PRV 6 35 329 ---
PSV 6 50 --- 364
318
PRV 6/12 60 334 ---
PSV 12 120 --- 473
La Costa Low 52 510 310 PSV 12 100 --- 541 Supply to La Costa Lo Res.; Norm closed
Lower El Fuerte 33 510 210 PRV 8 62 353 ---Primary Feed for 318 Zone
PRV 8 68 350 ---
PSV 8 120 --- 470
PRV 4/8 80 309 ---
PSV 8 94 341
PRV 4 78 322 ---
PRV 8 50 257 ---
PRV 6/12 116 318 ---
PSV 6/12 138 --- 369
285
PRV 4/10 80 311 ---
PSV 10 170 --- 519
Marron /Avenida de Anita 72 255 check 10 Emergency/ Back-up only
255
PRV 6/8 81 266 ---
PSV 6/8 135 --- 391
PRV 4/6 90 254 ---
PSV 4/6 150 --- 393
PRV 8 56 234 ---
PSV 8 135 --- 417
PRV 2 60 243 ---
PSV 8 90 --- 313
"E" Vault 32 375 251 PLUG 8
Supply to "E" Res.; B'fly valve on res.
outlet limits flow from tank
PRV 6/8 73 246 ---
PSV 6/8 115 --- 344
Cannon 15 375 125 PRV 4/8 45 229 --- Backup
PRV 3/8 45 242 ---
PSV 3/8 75 --- 311
Elm Res PSV 40 330 240 PSV 10 45 --- 344 Supply to Elm Res; Normally closed
Buena Vista 7 330 178 PRV 6/12 30 247 --- adjusted periiodically to run water thru 6"
PRV 8 85 238 ---
PSV 8 100 --- 273
Hilton 111 318 46.5 PRV 4 85 243 ---
198 (private system)
Terramar #1 107 490 50 PRV 8 90 258 ---
Rancho Carlsbad 89 374 50 PRV 6 60 188 ---
* For stations with muliple reducing valves, setting proivded is based on the smaller valve. The setting for the larger valve is typically 5 to 10 psi lower, unless
noted otherwise. For PRV/PSV combination valves, sustaining setting is typcially 18-20 pounds lower than the normal upstream operating pressure.
Up
stream
Supply
Zone Station Name Station
No.
Pressure Zone Elev
(feet)
Valve
Type
Valve
Size
(in.)
Valve setting*
Comments
Supplies mobile homes; There are 2
PRVs inseries
adjusted to < 1/4 open
Primary feed
Secondary feed; Usually runs
Small valve usually runs
Backup; can be major feed
42Encinas
Kelly PRV 4" runs during high demands
105
105 Supply to Skyline Res.; Normally closed
49 446
Skyline East
=> 255
=> 255
79
=> 255
=> 255
46=> 255
=> 255
=> 255
=> 255
78
196
=> 318
=> 318
=> 318
=> 285
=> 198
126
193
124
50
=> 285
142
=> 318
=> 255
=> 255
Blackrail 5 375
Poinsettia 85 375
Las Ondas
Bolero
3550
6
Fire flow only; assumed elevation
Control by Telemetry; Big AM feed
Backup to No. 33
8" PRV set at 65 psi
Fire Flow only
Tanglewood
May Co. PRV 73 490
490106
96 446
Sierra Morena 95 446
Palomar West 83 375
59 375
=> 349
=> 330
510 => 318
446105
=> 318
Clearview
=> 318Ayres PRV
170
=> 330
=> 330
24819 446
Tamarack Point
Back-up/fire flow42=> 255318
=> 374
Larger valve fire flow only330Pine 84 => 255 138
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 3-9 March 2003
3.4 INTER-TIE CONNECTIONS WITH OTHER AGENCIES
The CMWD has several inter-tie connections with the Oceanside Water District (OWD), Olivenhain
Municipal Water District (OMWD), the Vista Irrigation District (VID), and the Vallecitos Water District
(VWD), as summarized in Table 3-6. All but one of these inter-ties, the connection with the VWD that
supplies water from the SDCWA No. 2 connection, are for use in the event of a planned aqueduct shut
down or in the event of an emergency. There are a wide variety of physical inter-tie configurations,
ranging from pressure control facilities with flow meters to a simple isolation valve, which could be
opened manually to supply an isolated area of the distribution system. It is noted that many of the inter-
tie connections with only closed valves are potential two-way connections that have never been used.
Table 3-6
OTHER AGENCY INTER-TIES
Agency Location Capacity Purpose
Other Agency
Zone
Carlsbad
Zone Flow Control
Oceanside El Camino Real /
Hwy 78 5 cfs Supply during aqueduct
shut down / Emergency
Henie Hills
HWL = 409'255 12" pipeline with plug
valve and meter
Oceanside College Blvd /
City limits --Supply during aqueduct
shut down / Emergency
San Francisco
Peak - 481'446 PRV for flow to
Carlsbad & meter
OMWD La Costa Ave / El
Camino Real 5 cfs Fire flow conn. to OMWD
/ Emergency 437 318
12" pipeline with 10"
PRV set to 40 psi
OMWD Calle Madero -- Emergency Connection 437 318
Closed valve on 8"
pipeline
OMWD Nueva Castilla -- Emergency Connection 437 318
Closed valve on 12"
pipeline
OMWD La Costa Ave /
Romeria -- Emergency Connection 437 318
Closed valve on 8"
pipeline
VID Palomar Airport Rd /
Business Park Dr 3.3 cfs Supply to CMWD during
aqueduct shut down 690 700
Temp. pump installed
with meter
VWD El Fuerte / Corintia -- Emergency Connection 686 700
Closed valve on 12"
pipeline
VWD Melrose / Alga -- Emergency Connection 815 700
Closed valve on 12"
pipeline
VWD San Marcos Blvd /
RSF Road -- Emergency Connection 855 700 Closed valve
VWD East of El Fuerte /
Alga Rd.13.3 cfs Supply to CMWD from
SDCWA Conn. No. 2 815 700
27" pipeline with flow
control valve & meter
3.5 DAILY OPERATIONS
The CMWD water distribution system is flexible in that supply from the four aqueduct connections can
be routed to different parts of the distribution system by making changes to several key valve settings.
This allows system operators to balance reservoir levels and correct for discrepancies in the amount of
water ordered versus the amount that is delivered through service connections. Reservoir water levels and
several control valves are connected to the CMWD SCADA system so that some operational changes can
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 3-10 March 2003
be made remotely from the water operations center. Water Operations staff has stated that several
operational changes and adjustments are typically made each day during peak demand periods. Changes
that may be made under normal supply operations include:
The Maerkle control valve structure consists of a 20-inch plug valve that separates the 490 Zone
from the 550 Zone. Flow through this valve is metered and the valve may be closed or throttled to
allow excess supply from the 700 Zones via the 550 Zone into the 490 Zone. Under emergency
supply scenarios the valve can be opened to supply the 550 Zone from Maerkle Dam.
The 375 Zone D3 Reservoir can be supplied from the 550 Zone via a pressure reducing station
located adjacent to the reservoir. Downstream of this station is a 12-inch plug valve, which is
typically throttled from 28 to 32 percent open to regulate reservoir water levels. Water supply to
the D3 Reservoir can decrease significantly when supplemental potable water is supplied from the
550 Zone to the adjacent recycled water tanks.
Supply to the 330 Zone Ellery Reservoir from the 490 Zone is controlled by a pressure sustaining
valve. The setting of this valve is adjusted periodically, and typically ranges between 72 and 80
pounds per square inch (psi).
The Aryes PRV supplies the 318 Zone from the 550 Zone. The valve setting can be changed by
telemetry and is adjusted to regulate water levels in the 318 Zone La Costa Lo Reservoir.
The Cannon C Reservoir establishes a 392 Zone that currently serves several agricultural
customers. Supply to this reservoir is from the 490 Zone from a manual valve that is periodically
opened to fill the reservoir. It is noted that the C Reservoir is planned to be removed from the
potable water system in 2004 and will be used in the recycled water system.
The 255 Zone E Reservoir is at a significantly higher elevation than the other two reservoirs in the
255 Zone. Because of this, the E Reservoir cannot “float” on the system and is considered an
emergency storage reservoir only. Supply to the E Reservoir from the 375 Zone is controlled by a
plug valve, which is typically set at less than 25 percent open. A butterfly valve on the outlet
piping is throttled to control the reservoir supply rate.
With the exception of the controls described above, supply to most storage reservoirs in the distribution
system is from pressure reducing stations remotely located from the tank at the edges of the service zone.
Most reservoirs also have a direct supply to the tank, which is typically controlled by a valve setting to
operate closed. These valve settings can be opened manually as needed to provide additional supply to
the reservoirs. It is also noted that most reservoirs in the system do not have altitude valves.
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 3-11 March 2003
3.6 EMERGENCY SUPPLY OPERATIONS
During planned shutdowns of the SDCWA aqueduct, which are normally scheduled for up to 10 days
during the winter, most of the CMWD is supplied from Maerkle Dam through the 490 Zone Maerkle
Reservoir. Supply to the 550 Zone is accomplished by closing off the normal supply from the 700 Zone
(closing valves at pressure reducing stations) and opening the by-pass valve in the “Maerkle Control”
vault. This allows the 490 Zone to supply the 550 Zone and effectively operate as a single pressure zone.
Under normal operations existing pressures in the 550 service area are generally over 90 psi. Under
emergency supply conditions pressures drop by approximately 25 to 35 psi, but are still high enough to
meet minimum pressure criteria.
During an aqueduct shutdown the 700, 680, 580N and 510 Zones are currently supplied from the 700
Zone reservoirs (Santa Fe II and La Costa Hi) and an inter-tie with the VID. The VID shares ownership
of a water treatment plant with the City of Escondido, and is therefore not completely dependent on
supply from the treated water aqueduct. To boost VID system pressures and supply the 700 Zone, a
rented water pump is installed at the inter-tie and operated at a capacity of approximately 1,500 gpm. To
minimize the impact on the VID distribution system, the pump is not operated during the morning peak
demand period. Supply to Carlsbad from the VID inter-tie is metered.
3.7 WELL WATER AND SURFACE WATER SUPPLIES
The CMWD has groundwater rights in the San Luis Rey Basin of 750 acre-feet per year, which is listed in
State Water Resources Account No. 37-004C. CMWD owns nine groundwater wells located in
Oceanside that have not been used for over thirty years. The location of the wells are shown in Figure 3-
3. These wells do not currently contribute to the potable water distribution system. In 2003, CMWD will
be removing all nine wells in accordance with California State Health Department requirements.
Groundwater wells were also constructed in the vicinity of Carlsbad Ranch Mobile Home Park. Some of
these wells are still used to supply water to the private golf course in the area. Additional Information on
the groundwater wells is provided in the Water Resource Master Plan, Volume II of the 1997 Master Plan
Update.
CMWD also has capacity rights to surface water in two locations. The first includes 750 acre-feet per
year tributary to Lake Calavera. In the 1950’s there was a water treatment plant downstream of the Dam
for Lake Calavera. Surface water collected in the reservoir was treated and then supplied in a
transmission main to the Terramar Area of Carlsbad. The second area of surface water includes capacity
rights to 500 acre-feet per year tributary to Maerkle Dam.
03-2003 Carlsbadwa33.mxd
FIGURE 3-3
CARLSBAD MUNICIPAL WATER DISTRICT
SAN LUIS REY GROUNDWATER WELLS
1" = 550'
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 3-12 March 2003
3.8 Water Quality
Maerkle Dam provides storage capacity for daily operational needs and supplies the distribution system
when imported water is not available from the SDCWA (due to aqueduct and treatment plant shutdowns).
The dam is also used to maintain sufficient local storage to meet the City’s “Growth Management
Requirement”, which states that the CMWD is to maintain 10 days of storage for the distribution system.
These storage requirements, however, are affecting CMWD’s ability to maintain water quality in Maerkle
Dam.
The treated water purchased from the SDCWA uses chloramines as the secondary or residual disinfectant.
The water therefore contains low concentrations of ammonia, which serves as a potential source of
reduced nitrogen. Due to the presence of ammonia combined with the long residence time in Maerkle
Dam, additional treatment of the water is required to avoid water quality complications due to
nitrification. Nitrification is the result of biological conversion of ammonia to nitrite, which represents
an oxidant demand. Historically, CMWD practiced breakpoint chlorination to remove the ammonia and
produce a free chlorine residual in the reservoir influent water. However, this practice formed high
concentrations of disinfection byproducts (DBPs) and may have adverse consequences for water system
operation and compliance with the newly effective Stage 1 Disinfectants and Disinfection Byproducts
(D/DBP) Rule and the soon to be proposed Stage 2 D/DBP Rule.
To address both the elevated DBP formation and the potential for nitrification, CMWD requested an
amendment to its “Domestic Water Supply Permit” to test the use of chlorine dioxide for control of DBP
formation and nitrification. An amendment was issued on June 5, 2002 by the California Department of
Health Services (DOHS) under permit amendment 05-14-02PA-002. On June 19, 2002, CMWD
discontinued its current practice of breakpoint chlorination and began testing the use of chlorine dioxide
to reduce organohalide DBP formation and produce a new byproduct, chlorite, to control nitrification.
Monitoring results for chlorine dioxide in the unblended Maerkle Dam effluent feed show very steady,
predictable, and satisfactory results. The chlorite dioxide residual in the reservoir effluent is well below
0.64 mg/L (80 % of Maximum Residual Disinfectant Level) and the daily chlorite level in the reservoir
effluent was well below 0.80 mg/L (80% of the Maximum Contaminant Level). The weekly nitrite level
in the reservoir effluent has stayed below 0.010 mg/L with a stable chloramine residual being observed
(~1.0 mg/L), even after several months of detention in the reservoir.
With the cessation of breakpoint chlorination, TTHM concentrations in the Maerkle Dam effluent are
rapidly decreasing, and distribution system concentrations also appear to be decreasing. TTHM in the
Maerkle Dam effluent have now approached the influent concentrations found in the treated water supply
from the SDCWA. For these reasons, CMWD plans to continue the use of chlorine dioxide.
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 4-1 March 2003
CHAPTER 4
EXISTING WATER DEMANDS
As population expands and the northern coastal areas of San Diego County continue to develop, the City
of Carlsbad has experienced gradually increasing water demands. This chapter documents existing
potable water demands within the water service area. Historical water demands are summarized and
water system peaking is analyzed and described. Peaking curves for two high demand days are developed
based on recent flow data. Finally, unit demands are developed for residential and commercial/industrial
areas.
4.1 HISTORICAL WATER CONSUMPTION
Historical water consumption for the CMWD potable water system over the past eleven years is
graphically illustrated on Figure 4-1. The consumption data was obtained from CMWD production
reports, and is based on the water supplied from the SDCWA plus any net gain or loss in the volume of
water in Maerkle Dam. Both the average annual and maximum day delivery rates are shown as well as
the maximum/average ratio for each year. This ratio, which is referred to as the maximum day peaking
factor, is used to size distribution system facilities.
There has been a gradual increase in the average annual water consumption rate from 12.6 MGD in 1991
to 16.8 MGD in 2001. This is approximately a 30 percent increase, or an average annual increase in the
water demand of approximately 3.0 percent. In 2002 the average consumption rate increased to 19.7,
primarily due to high winter demands resulting from a lack of rainfall. The maximum 24-hour flow rate
delivered over the past eleven years is more varied, ranging from 31 MGD in 1992 down to 20 MGD in
1996 and back up to 27.3 MGD in 2002. With the exception of 1991 and 1992, the maximum day
peaking factor has ranged between approximately 1.4 and 1.7 for the past decade.
The historical water usage reflects the decrease in potable water irrigation demands due to the start-up of
the CMWD Recycled Water System. The CMWD began delivery of recycled water in the fall of 1991.
Construction of the Phase I Recycled Water System is now complete, and deliveries from this system
have steadily increased to approximately 1.9 MGD in fiscal year 200-2001. The recycled water deliveries
include approximately 0.36 MGD of supplemental potable water supplied to the recycled water system at
the “D” Tanks. It is noted that a portion of the existing irrigation demands currently served from the
potable water system have been identified as future recycled water system customers when the Phase II
Recycled Water System is constructed.
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 4-2 March 2003
Figure 4-1
CMWD HISTORICAL DEMAND BASED ON SDCWA PURCHASES
(1.38)
(1.55)(1.44)(1.57)
(1.61)(1.48)
(1.48)
(1.70)(1.62)(1.59)
(2.49)
(1.91)
0
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
1991 1992 1993 1994 1995 1996 1997 1998 1999 2000 2001 2002 SYSTEM DEMAND (MGD) Averag e Day Demand Max Day Demand (x.x) Max Day/ADD Peaking Factor
4.2 EXISTING WATER CONSUMPTION
CMWD monthly water billing records for 2001 were obtained and analyzed to establish the existing water
demands and distribute water demands in the distribution system hydraulic model. Raw data of the 2001
monthly billing records used to create the summary is available at the CMWD. The billing accounts were
averaged over the 12-month period to determine the average day demand (ADD). For accounts with less
than 12-months of service, the water usage was averaged over the number of months in service.
The CMWD identifies 12 categories of water users for billing purposes. For this Master Plan Update,
several categories were combined and a summary of the resulting six demand categories is presented in
Table 4-1. The number of customers and the total demand per account type in 2001 are shown in Table
4-2. The total average rate of water supplied for 2001 based on CMWD billing records is 16.2 MGD.
The total amount of water billed in 2001 does not exactly match the volume of water entering the
distribution system. The difference between the SDCWA water purchased (and the gain/loss of stored
water in Maerkle Dam), and the amount that is billed to CMWD customers is “unaccounted for” water.
In most water distribution systems, the bulk of “unaccounted for” water is due to system leakage, meter
inaccuracies, and unmetered water consumption from fire fighting, street cleaning, and construction uses.
For the CMWD, the unaccounted for water in 2001 is calculated to be 221 MG, or an equivalent flow rate
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 4-3 March 2003
of 0.61 MGD. This is 3.6 percent of the total amount entering the distribution system. Water loss in the
CMWD over the past ten years has typically been between two and five percent.
Table 4-1
WATER DEMAND CATEGORIES
CATEGORY BILLING RECORD METER TYPE
Single-Family Single Family and Duplex accounts
Multi-Family Multiple and Multiple PDU
Commercial/Industrial Commercial (Commercial/Industrial) and Institutional
Agriculture Includes Ag, Ag Rebate and Ag w/House account types
Irrigation Irrigation
Temporary Potable Temporary Potable and Fire Protection
Table 4-2
2001 WATER DEMAND BY CATEGORY
Category No. of
Accounts
% of
Total
ADD
(MGD)
% of
Total
ADD per
Account
(GPD)
Single-Family 18,683 85.6% 7.22 44.7% 386
Multi-Family 662 3.0% 1.57 9.7% 2,371
Commerical/Industrial 1,185 5.4% 2.75 17.0% 2,321
Agriculture 42 0.2% 0.84 5.2% 19,999
Irrigation 681 3.1% 3.65 22.6% 5,359
Temp Potable 585 2.7% 0.13 0.8% 222
Totals: 21,838 100% 16.2 100%
The percentage of the total system demand for each water use category based on the ADD is illustrated on
Figure 4-2. As can be seen from the chart, residential water use accounts for 54 percent of the total water
demand. Commercial/Industrial/Institutional water use and irrigation demands make up 17 and 23
percent, respectively, of the total water demand. It is noted that the irrigation demands do not include
users supplied from the CMWD Recycled Water System, as recycled water users are identified with
separate recycled water account types. However, supplemental potable water is supplied to the recycled
water system during peak demand periods at the D Tanks. The supplemental potable water is delivered
through an irrigation meter, and this demand is therefore included in the irrigation demands. Agricultural
water demands currently account for approximately five percent of the total water use.
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 4-4 March 2003
Figure 4-2
2001 WATER DEMAND BY CATEGORY
Irrigation
23%
Commercial/
Industrial
17%
Multi-Family
Residential
10%Single-Family
Residential
44%
Agriculture
5%
Temporary
1%
4.3 DEMANDS PER PRESSURE ZONE
CMWD water billing data for 2001 was used to determine the existing demand served within each
pressure zone. The multi-step process used to generate this information involved the use of advanced GIS
techniques, a graphical representation of each pressure zone, and water meter accounts that were
assigned an Assessor Parcel Number (APN) by City staff.
The City parcel base map was used to locate the water accounts. The APN value from the billing
information was matched to APN fields in the parcel GIS layer. City staff was not able to provide an
APN for all the billing accounts. For accounts without APNs but with a street address, the address was
used to approximate the account location by a process called geo-coding. A small percentage of billing
accounts lacked either an APN or an address. These accounts were mostly irrigation or agriculture
accounts. There were also accounts with both APNs and addresses that did not match up with the City
parcel base. These accounts were found to be mostly in new developments. The accounts that could not
be located using GIS techniques were sorted by demand. The 20 accounts with the highest demands were
manually located based on consultation with the CMWD billing department. Of the 16.2 MGD of total
system demand, 14.9 MGD or 92 percent of the demand was successfully located. The remaining 1.3
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 4-5 March 2003
MGD of flow was distributed evenly over all the meter accounts to account for unlocated demands and
match the total ADD for the system.
To assign meter account data to pressure zones, a pressure zone service area map was first created. The
pressure zone map provided digitally from the last Master Plan was updated to reflect recent construction.
The pressure zone service areas were then reviewed and corrected by City Operations staff. The existing
demand per pressure zone, provided in Table 4-3, was created from an intersection of the pressure zone
map and the modified billing accounts database.
Table 4-3
AVERAGE DAY DEMAND BY PRESSURE ZONE
SF MF Comm/
Indust Irrig Ag
Temp/
Fire flow (gpm) (MGD)
198 0 27 1 0 24 0 52 0.08
255 788 461 803 271 243 9 2,576 3.71
285 79 7 11 11 0 1 110 0.16
318 965 300 366 450 0 3 2,083 3.00
330 606 64 37 41 32 15 796 1.15
349 46 0 0 8 0 0 54 0.08
375 683 74 218 129 212 12 1,326 1.91
430 50 25 11 26 0 3 115 0.17
446 935 36 12 106 55 0 1,143 1.65
490 1 0 12 5 0 0 17 0.02
510 139 0 1 0 0 1 140 0.20
550 351 79 395 760 90 40 1,716 2.47
580N 231 0 1 49 0 0 281 0.41
580S 46 0 0 0 0 0 46 0.07
680 286 0 0 0 0 0 286 0.41
700N 186 31 42 235 0 3 498 0.72
700S 3 0 0 27 0 1 31 0.04
Totals: 11,272 16.23
Pressure
Zone
Total Demand per Account Type (gpm)Total Demand
Note: SF – single family residential
MF – multi-family residential
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 4-6 March 2003
4.4 EXISTING SYSTEM PEAKING
Water demands are typically presented in terms of the average annual water consumption. Actual water
use, however, follows a widely varying pattern in which flows are sometimes well below or far greater
than “average”. Flow variations are commonly expressed in terms of peaking factors, which are
multipliers to express the magnitude of variation from the average day demand (ADD). Peaking factors
are commonly used to express the system maximum and minimum month demand, the maximum day
demand (MDD), and the peak hour demand. The 2001 system demands are summarized in Table 4-4 and
described in detail in the following sub-sections.
Table 4-4
SUMMARY OF 2001 SYSTEM DEMANDS
Average Day 16.2 MGD 25.1 CFS
Minimum Month 8.0 MGD 12.4 CFS
Maximum Month 23.0 MGD 35.6 CFS
Maximum Day 26.5 MGD 41.0 CFS
Peak Hour 46.6 MGD 72.1 CFS
4.4.1 Seasonal Demand Variations
CMWD water billing records were utilized to determine the seasonal variation in water demands.
The monthly peaking based on billing records for the past five years is illustrated on Figure 4-3.
Also included on this chart is a trendline of the data. From this chart it is apparent that the
maximum month demand is approximately 1.5 times the average day demand, and the maximum
water usage typically occurs in August or September. The minimum month demand is
approximately half of the average day demand, and the minimum water usage typically occurs in
February or March.
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 4-7 March 2003
Figure 4-3
CMWD SEASONAL DEMAND VARIATIONS
0.50
1.49 1.50
0.49
0.0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov DecMonthly Peaking Factor (Monthly Demand/ADD)1997 1998 1999 2000 2001 Trendline
4.4.2 Maximum Day Demand
The MDD represents the maximum consumption during any one day of the year. The maximum day
peaking factor is expressed as a ratio of the maximum day demand divided by the ADD. The ratio
generally ranges from 1.2 for very large water systems to 3.0 or even higher for specific small systems.
For the CMWD, the single day with the maximum water consumption normally occurs during a dry,
windy day between July and September.
Table 4-5 lists the day with the maximum water delivery and the amount of water delivered based on
SDCWA purchase records over the past ten years. It is noted that the maximum water demand can only
be approximated from water delivery records. The actual water consumption on a daily basis may not
equal the water delivered, since the volume of water storage may not be the same at the start and the end
of the day. As an example, the maximum day demand listed in Table 4-4 is higher than the recorded
water purchase on July 27, 2001 based on the more detailed analysis in the following sub-section.
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 4-8 March 2003
Table 4-5
HISTORICAL MAXIMUM DAY WATER PURCHASES
The peaking factors corresponding to the maximum day demands listed above were shown previously in
Figure 4-1 and ranged from approximately 1.5 to 1.7. Both the 1990 and 1997 Master Plans are based on
a maximum day peaking factor of 1.65. This value is still representative of the peaking that has occurred
over the past several years. For existing and future analysis of the distribution system, the same
maximum day peaking factor of 1.65 will continue to be used.
4.4.3 Peak Hour Demand
The maximum flow rate delivered by the distribution system on any single hour during the year
corresponds to the peak hour water demand. The peak hour peaking factor is the peak hour water demand
divided by the ADD. Peak hour demands typically occur during the morning hours. To determine the
peak hour demand in the CMWD system, two twenty-four hour periods with high water use were
evaluated. Twenty-four hour demand curves were generated for July 27, 2001 and August 3, 2001 based
on SDCWA delivery rates, the pumped supply rate from Maerkle Dam, and recorded reservoir levels.
From the reservoir levels and tank dimensional data, the hourly volume of water entering or exiting each
tank was calculated. The hourly system demand was then calculated based on the SDCWA delivery rate
plus the total net flow rate into or out of the reservoirs (negative flow for tanks filling, positive flow for
tanks emptying).
Year Maximum Delivery
Day Water Delivered
2001 July 27 25.99 MG
2000 August 13 25.19 MG
1999 July 15 26.55 MG
1998 August 19 22.49 MG
1997 September 3 21.86 MG
1996 July 27 19.90 MG
1995 June 21 20.99 MG
1994 July 19 21.96 MG
1993 July 20 21.38 MG
1992 September 3 31.48 MG
1991 July 10 24.10 MG
FIGURE 4-4
RESERVOIR LEVELS AND DIURNAL DEMAND CURVE FOR JULY 27, 2001
25%
30%
35%
40%
45%
50%
55%
60%
65%
70%
75%
1 3 5 7 9 11 13 15 17 19 21 23
Time (Hours)Reservoir Levels (Percent Full) Santa Fe II La Costa High La Costa Low D-3 Skyline
Elm Tap Ellery Maerkle Tank
24.8 MGD
2.86 x ADD
0
10
20
30
40
50
60
1:00 3:00 5:00 7:00 9:00 11:00 13:00 15:00 17:00 19:00 21:00 23:00
Time of DaySystem Demand (MGD)0.0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.0
3.2
3.4
3.6
Peaking Factor7/27/01 hourly system demand
7/27/01 avg 24-hr demand
2001 Avg Annual Demand
Pk Hr demand
46.3 MGD
1.53 x ADD
CMWD
Water Master Plan Update 4-9
Dudek & Associates, Inc.
March 2003
FIGURE 4-5
RESERVOIR LEVELS AND DIURNAL DEMAND CURVE FOR AUGUST 3, 2001
25%
30%
35%
40%
45%
50%
55%
60%
65%
70%
75%
1357911131517192123
Time (Hours)Reservoir Levels (Percent Full) . Santa Fe II La Costa High La Costa Low D-3 Skyline
Elm Tap Ellery Maerkle Tank
26.5 MGD
2.88 x ADD
0
10
20
30
40
50
60
1:00 3:00 5:00 7:00 9:00 11:00 13:00 15:00 17:00 19:00 21:00 23:00
Time of DaySystem Demand (MGD)0.0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.0
3.2
3.4
3.6
Peaking Factor8/3/01 hourly system demand
8/3/01 avg 24-hr demand
2001 Avg Annual Demand
Pk Hr demand
46.6 MGD
1.63 x ADD
CMWD
Water Master Plan Update 4-10
Dudek & Associates, Inc.
March 2003
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 4-11 March 2003
The reservoir levels and resulting demand curves for both days are shown on Figures 4-4 and 4-5. The
peak hour demand on July 27th was calculated to be 46.3 MGD and the peak hour demand on August 3rd
was 46.6 MGD. The corresponding peak hour peaking factors for these days are 2.86 and 2.88,
respectively. The previous Master Plan used a peak hour factor of 2.5. Based on this recent data, a peak
hour peaking factor of 2.9 is deemed more representative of the existing water system.
It is noted that demand curves for most water districts typically exhibit two peak demand periods, one
during the mid-morning hours and a second, usually lower peak in the evening hours. The CMWD
peaking curves for the days analyzed display a somewhat unusual pattern, exhibiting the typical large
morning peak but no evening peak. Also, the average 24-hour demand on August 3rd was determined to
be higher than the demand on July 27th, which was recorded as the maximum demand day based on the
SDCWA supply rate. On July 27th the water purchased was 1.2 percent greater than the system demand,
whereas on August 3rd the water purchased was 5.0 percent less than the demand.
4.5 EXISTING UNIT DEMANDS
Ultimate water projections are made in this Master Plan Update based on information in the Carlsbad
2001 Growth Database. The Growth Database identifies the number of future single-family and multi-
family residential units and the square footage of future non-residential buildings. Demand generation
factors based on existing conditions are determined in the following sub-sections to develop unit water
demands for ultimate flow projections.
4.5.1 Single-Family Residential Demands
The water demand for single-family residences is comprised of an indoor water use component and an
irrigation component. From Table 4-2 the average demand based on 2001 billing data for single-family
dueling units is calculated at 386 gallons per day (gpd). Using the 2001 billing data, a bell-curve (normal
distribution) graph was prepared to evaluate the range of existing residential demands. Figure 4-6
illustrates the number of existing residential customers with average demands in 50 gpd increments. As
can be seen from this bar chart, there is a wide distribution of average demands in excess of the average
demand, which is due in part to the high variation in the irrigation demand component. A residential unit
water demand of 576 gallons per day per equivalent dwelling unit (gpd/EDU) was used in the previous
Master Plan for projecting water system demands.
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 4-12 March 2003
Figure 4-6
DEMAND DISTRIBUTION FOR SINGLE FAMILY RESIDENTIAL ACCOUNTS
0
200
400
600
800
1000
1200
1400
1600
1800
0501001502002503003504004505005506006507007508008509009501000Average Annual Demand (GPD/SFDU)Number of Accounts in Demand Range2001 SFDU AAD = 386 GPD
4.5.2 Multi-Family Residential Demands
Apartments and public dwelling units are billed are assigned multi-family billing accounts. There is
typically one meter for each separate building comprising an apartment complex. Newer developments
have separate irrigation meters for common areas. In older or very small complexes, there may be only a
single multi-family meter. Water records for 2001 were analyzed for two larger complexes to determine
the average unit demand per multi-family unit. The water demand of the associated irrigation meters and
clubhouse facilities (commercial meter) were included in the total demand, so that the unit demand
represents both domestic and irrigation water use.
The multi-family developments analyzed were a low-income housing project consisting of 344 units north
of Cassia Road, and a 585-unit apartment complex known as Tanglewood. The average water demands
per unit for these complexes based on 2001 billings records are 155 gpd and 228 gpd, respectively. The
previous Master Plan used a multi-family unit demand of 144 gpd/EDU for planning purposes. Based on
this updated analysis, a higher unit demand is justified.
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 4-13 March 2003
4.5.3 Industrial/Commercial Demands
An investigation was conducted to determine a representative unit water demand per building area for
industrial business park developments. The sewer service area of the Faraday Upper Lift Station was
analyzed as part of the Sewer Master Plan Update, and this same service area was used to determine the
average unit water demand. The Faraday Upper Lift Station service area is known as the Faraday
Business Park, and consists primarily of office and light industrial uses, with a few commercial
establishments. There are no residential units in the service area.
Consistent with the analysis performed for the sewer system, water records from July 2001 through
February 2002 were obtained from the CMWD accounting department staff and reviewed. The Faraday
Business Park is not yet fully developed, and there are numerous buildings within the study area that are
vacant or only minimally occupied. Water records from August 2001 were reviewed in detail, and only
parcels with water usage from commercial meter accounts were included in the analysis. The occupancy
of buildings with low water usage was verified by visual observation, and corresponding information on
the building area and parcel size was obtained from the City’s Growth Database. Each parcel typically
has separate accounts for commercial, irrigation, and fire protection meters. Eighty-one parcels were
included in the analysis with 93 corresponding commercial water accounts (some parcels have more than
one water meter). Demands from irrigation meters for streetscaping, which have an address but no
associated APN, were also included in the analysis.
A summary of the Faraday Business Park demand data is provided in Table 4-6. In August 2001, the
total commercial demand was approximately equal to the irrigation demand within the study area. Water
demands for the commercial accounts were highly variable, and the interior water use was generally less
than the on-site irrigation water use. However, the interior water use for Callaway Golf at 2180
Rutherford Road significantly increased the commercial account totals. Water delivered to the two active
commercial meters on this parcel amounted to 27 percent of the total water use in the study area for
August 2001. The variance in water usage from commercial and irrigation meters over the seven-month
period analyzed is shown on Figure 4-7.
The unit water demand for the Faraday service, area based on the building size, was determined to be
1,200 gpd per 10,000 square feet (sqft) of building area. The previous Master Plan used unit demand
factors based on the lot size, and the industrial unit demand was 2,160 gpd per acre. The unit demand
based on lot size for the Faraday area is calculated to be 1,529 gpd per acre.
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 4-14 March 2003
Table 4-6
SUMMARY OF FARADAY INDUSTRIAL PARK ANALYSIS
Total Water Consumption in August 2001 -19,840 HCF
Total from Commercial meters -9,863 HCF
Total from on-site Irrigation meters -8,448 HCF
Total from streetscape Irrigation meters -1,529 HCF
Total Water Consumption in August 2001 -14.8 MG
Total Area of Included Parcels -313 acres
Total Building Area -3,990,514 sqft
Total Building Area -92 acres
Average Building Coverage -29%of parcel area
August 2001 Unit Water Consumption -3.72 gal/building sqft
Unit water demand -1,200 gpd/10,000 sqft
Unit water demand -0.83 gpm/10,000 sqft
Unit water demand -1,529 gpd/acre
Note: HFC – hundred cubic feet
Figure 4-7
FARADAY BUSINESS PARK 2001-2002 MONTHLY WATER CONSUMPTION
2
3
4
5
6
7
8
9
10
July August September October November December JanuaryMonthly Water Consumption (MG)Commercial meters
Irrigation meters
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 4-15 March 2003
In addition to the Faraday Business Park, water demands for restaurants were also investigated.
Commercial water accounts for five restaurants on Avenida Encinas were analyzed together with data on
the building size. The average unit water demand for the restaurants is estimated at 4.9 gpm per 10,000
square feet of building area. This is approximately six times higher than the calculated industrial unit
demand for the Faraday Business Park.
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 5-1 March 2003
CHAPTER 5
EXISTING SYSTEM EVALUATION
The level of service that is provided to a community is the result of the implementation of improvements
that are “designed” in accordance with accepted criteria. The performance of a water distribution system
and its components are evaluated based on comparisons with established and verified planning criteria.
This chapter describes the planning criteria, analysis methodology, hydraulic computer model and results
of the hydraulic system analyses used in the evaluation of the water distribution system relative to 2001
conditions. The hydraulic analysis employs the use of the H2ONet hydraulic modeling software.
System deficiencies are identified and recommended projects to mitigate or eliminate the deficiencies are
presented in Chapter 7, Recommended Capital Improvement Projects.
5.1 PLANNING CRITERIA
The planning criteria for the evaluation of potable water facilities in the CMWD are based on existing
system performance characteristics, past criteria used by the District and current industry and area
standards. Planning criteria include standards for demand peaking factors, pressure zones, pipelines, fire
flows, and storage reservoirs. A summary of criteria that impact the design of water facilities is provided
in Table 5-1. These criteria, which are discussed in detail in this section, are the basis for evaluating
water system performance and determining facilities required to serve future development.
5.1.1 Demand Peaking Factors
The demand peaking factors are based on an analysis of current and historical CMWD peak flows, as
described in detail in the previous chapter (Section 4.4- Existing System Peaking). The minimum and
maximum month peaking factors of 0.5 and 1.5, respectively, are documented for the first time in this
report. A maximum day peaking factor of 1.65 and peak hour factor of 2.5 were used in the previous
Master Plans. The peak hour factor has been revised upward from 2.5 to 2.9 based on an analysis of
hourly demand data from August 2001 (as discussed in Section 4.4.3 of this report).
5.1.2 System Pressures
The range of water pressures experienced at any location is a function of the hydraulic grade and the
service elevation. Within a specific pressure zone, the hydraulic grade is affected by the reservoir water
level, pressure reducing valve setting, and friction losses in the distribution system. The maximum static
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 5-2 March 2003
Table 5-1
CMWD PLANNING AND PERFORMANCE CRITERIA SUMMARY
WATER DEMAND
PEAKING
FACTORS
0.5 x ADD – Minimum Month Demand
1.5 x ADD – Maximum Month Demand
1.65 x ADD – Maximum Day Demand
2.9 x ADD – Peak Hour Demand
SYSTEM
PRESSURES
Static Pressures (based on the reservoir HWL):
60 psi – minimum desired
125 psi – maximum desired
150 psi – maximum allowed
Dynamic Pressures (with reservoir levels half full):
40 psi – minimum allowable pressure during peak hour demands
20 psi – minimum allowable pressure for fire flows
25 psi -–maximum desired pressure drop from static pressures
PIPELINES
8 fps – maximum allowable velocity at peak hour flow
5 ft./1000 ft – maximum desirable head loss at peak flow
10 ft./1000 ft – maximum allowable head loss at peak flow
Dead-end water lines are to serve no more than 18 residences
FIRE FLOWS
Single-Family residential – 1,500 gpm for 2 hours
Multi-Family residential – 3,000 gpm for 2 hours
Industrial/Commercial/Institutional – 4,000 gpm for 4 hours
DAILY STORAGE
Storage capacity in the distribution system equal to the total of the following
based on the reservoir service area:
Operational – 15% of Maximum Day Demand
Reserve – 100% of the Maximum May Demand
Fire Flow – Maximum fire flow for the required duration
EMERGENCY
STORAGE
10 days of storage based on the ADD
Emergency storage is contained in the Maerkle Dam
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 5-3 March 2003
pressure within a pressure zone is based on the high-water level of the reservoir or highest pressure
reducing valve setting and the elevation at any specific point in the zone. The maximum desired pressure
is 125 psi and the absolute maximum pressure should be no greater than 150 psi. These criteria enable
Class 150 water pipe, the most common class of pressure pipe, to be used in the distribution system. The
minimum static pressure is used as a general guideline for initial design efforts, as the operating or
dynamic pressures will generally be lower.
The minimum allowable pressure is 40 psi under peak hour flow conditions and 20 psi at a fire flow
location during a fire occurring under maximum day demand conditions. Under certain circumstances,
the CMWD will approve the installation of private pumps for areas that receive less than the minimum 40
psi operating pressure. The minimum pressure in the distribution system for these areas must be 20 psi
based on the Health Department guidelines and the ability to provide adequate pressures for fire flows.
5.1.3 Pipelines
Criteria for pipeline sizing is based on keeping velocities low to minimize wear on valves and scouring of
interior coatings, and limit head loss in the distribution system. Water distribution mains should be
designed to supply peak flows at velocities below eight feet per second, and the corresponding head loss
should not exceed ten feet per 1000 feet. These criteria may be exceeded during fire flow situations or in
areas where there is a large safety factor in meeting pressure criteria. Generally, transmission mains are
designed based on peak flows and reservoir filling conditions, while distribution piping is sized for fire
flows. For zones with long transmission mains, the pipeline friction loss will typically need to be less
than 3 to 5 feet per 1000 feet to maintain adequate pressures and minimize pressure swings. Looping is
highly desirable in a distribution system and long, dead-ended pipelines should be avoided where possible
due to reliability and water quality concerns.
5.1.4 Fire Flow Requirements
Water must be available not only for domestic and agricultural use, but also for emergency fire fighting
situations. This type of water use is called a fire flow, and the fire flow must be sustainable for a specific
duration at a minimum pressure of 20 psi. General standards establishing the amount of water for fire
protection purposes are set by the Insurance Services Office (ISO), and these general standards are
applied by local jurisdictions such as the CMWD and the Carlsbad Fire Department. The considerations
such as type of occupancy, type of construction and construction materials, distance from other structures,
and other factors can be considered when assigning fire flow requirements.
In lieu of calculating specific fire flows for individual structures, the Carlsbad Fire Department has
established minimum fire flows for general building categories. The fire flows listed in Table 5-1 were
reviewed and approved by the Carlsbad Fire Department as part of this Master Plan Update. A minimum
fire flow of 1,500 gpm is required for single-family and duplex residential units. A 3,000 gpm multi-
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 5-4 March 2003
family residential fire flow applies to buildings consisting of four or more residential dwelling units. A
4,000 gpm fire flow is required for commercial, industrial, office and institutional buildings, including
schools. The Fire Department may require higher fire flows under certain circumstances, such as
developments adjacent to open space areas susceptible to wild fires or buildings with floor areas in excess
of 300,000 sqft.
5.1.5 Storage Criteria
Water storage is used to supply peak hourly fluctuations (operational storage), make up the difference
between the amount of water ordered and consumed, provide fire flows, and supply the service area in the
event of a planned facility shutdown or emergency situation. Storage reservoirs should be provided
separately in each zone when possible, or if necessary, in a higher pressure zone. The 1997 Master Plan
identified specific storage criteria which, at the direction of CMWD Staff, is used in the Master Plan
Update. Storage within the distribution system reservoirs is termed “daily” storage. The required volume
for daily storage is calculated as the sum of operational, fire flow and reserve storage based on the
demands and land use within the reservoir service area. Emergency storage for the CMWD is provided
in Maerkle Dam.
Operational Storage
Water is supplied to the CMWD distribution system from the SDCWA at a constant supply rate, which is
the projected water use for the following 24-hour period. Peak hour demands in excess of the 24-hour
average demand must be satisfied by drawing on water stored in the CMWD water storage reservoirs.
Providing operational storage within a zone allows transmission mains to be sized for maximum day
demands, rather than higher peak hour flows. The operational storage required is the volume above the
maximum day average flow rate. For the two high demand days evaluated in August 2001 (refer to
Chapter 4, Section 4.4.3) the volume of water supplied from the reservoirs was 12 percent and 13 percent
of the average 24-hour demand on these days. An operational storage requirement of 15 percent of the
maximum day demand has been used for the CMWD.
Reserve Storage
Reserve storage provides water during incidents such as pipeline failures, pumping or equipment failures,
electrical power failures, and natural disasters. In the operation of the CMWD system, reserve storage is
also used for daily operations. A reserve storage requirement of 100 percent of the maximum day
demand has been allocated for these purposes.
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 5-5 March 2003
Fire Flow Storage
Each reservoir serving the CMWD must be able to supply enough water to extinguish the worst case fire
that is likely to occur within its service area. Fire flow storage is equal to the volume of water required
for the largest fire flow requirement within the reservoir service area, as determined by the land use. For
zones with multiple storage reservoirs, the required fire flow storage may be divided between the
reservoirs. In addition, when one reservoir supplies a very large service area or more than one major
pressure zone, the fire flow storage for that reservoir may be increased based on the probability of
simultaneous fires within the service area.
Emergency Storage
The SDCWA recommends maintaining a total storage capacity equal to ten times the average day usage.
The City of Carlsbad has also adopted a policy of providing a minimum 10 day average storage capacity
in the 1986 Citywide Facilities and Improvements Plan.
5.2 HYDRAULIC MODEL DEVELOPMENT
Analysis of the water distribution system is performed using the H2ONET modeling, analysis and design
software developed by MWH Soft, Inc. H2ONET provides a computer aided design (CAD) interface for
building and editing model facilities, and a hydraulic analysis engine to perform extended period
simulations. An H2ONET hydraulic computer model was developed for the CMWD in 1997 as part of
the 1997 Water Master Plan Update. This model was calibrated to 1997 conditions. In 1999, the model
was updated with pipelines for developments between 1997 and 1999. For this current Master Plan
Update, the 1999 model has been updated and enhanced to represent the 2001 water distribution system.
The 1999 model was converted to NAD 83 coordinates and overlaid on the City’s parcel map. Pipeline
alignments were visually adjusted as necessary. The 2001 existing system hydraulic model with pipelines
colored coded by diameter is illustrated on Figure 5-1.
5.2.1 Physical Data Input
The hydraulic model is made up of pipes, junction nodes, valves, tanks and pumps. Pipeline inputs
consist of the alignment, length, diameter, construction year, pipeline material, and a roughness
coefficient. The function of the roughness coefficient, which is also known as the Hazen Williams “C”
coefficient, is to estimate system friction losses. The “C” coefficient has been assigned based on both the
pipeline age and material type, and values in the model range from 80 to 145. Node inputs consist of the
demand, a fire flow requirement, and the elevation. For the recent pipeline projects added to the model in
this update, the elevation was obtained from construction drawings.
EL
ALGA
L A N E
T A M A R A C K
LA
ROAD
D R I V E
A V E N U E
MARRON
V IL L A G E
AIRPORT
R O A D
CAMINO
R O A D
BOU L EVA RD
POI N S ETTI ACARLSBADCARLSBAD
COSTA
R
EAL
BOUL
EVARDC ANNON ROAD
BO ULE VARD
PALOMAR
AVI
ARAPARK
W
AY
COLL EGE
5
5
OCEANSIDE
VISTA
SAN MARCOS
OCEANSIDE
ENCINITAS
D-3
"E"
ELM
CANNON "C"
TAP
ELLERY
SKYLINE
AQUEDUCT CONN.
SDCWA #2
AQUEDUCT CONN.
SDCWA #1
AQUEDUCT CONN.
TAP #4
AQUEDUCT CONN.
TAP #3
LA COSTA Hi
LA COSTA LO
SANTA FE II
MAERKLE RES.
I & II
BUENA VISTA
MAERKLE
DAM
D-4
02-2003 Carlsbadwa51.mxd
FIGURE 5-1
CARLSBAD MUNICIPAL WATER DISTRICT
EXISTING WATER
DISTRIBUTION SYSTEM MODEL
1"=4000'
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 5-6 March 2003
Proper modeling of valves in the CMWD hydraulic model is essential for an accurate representation of
the distribution system. For this Master Plan Update, the location of isolation valves that separate
pressure zones were reviewed and re-located based on input from CMWD Operations Staff. The flow
and pressure regulating valves in the previous model were also removed and new valves were input based
on 2001 conditions. Flow input from the SDCWA connections is modeled with flow control valves. Flow
to the 15 separate pressure zones in the model is regulated by over 40 pressure control valves, with
control settings as documented in Table 3-5. For pressure reducing and/or sustaining stations with
multiple valves, the largest valve size is typically modeled. The primary pressure reducing station for
each zone is typically modeled with a combination pressure reducing/sustaining valve, with control logic
to determine the active mode of operation. Secondary pressure reducing stations or those used primarily
under emergency/fire flow conditions are generally modeled with a single pressure reducing valve. Flow
control valves are used to regulate flow through the Maerkle Control Vault and to the D3 Reservoir.
5.2.2 Demand Input
System demands are input to the model at junction nodes. For this Master Plan Update, new demands
were input to the existing system model based on 2001 water billing records. The process of importing
the billing data was performed using GIS techniques.
To input meter account data into the model, a copy of the model nodes was initially exported from the
hydraulic model and input into the GIS software. A routine was then enacted to link the adjusted 2001
billing data, spatially located to the City’s parcel base, to the nearest model node. The demand at each
model node is therefore a sum of the water billing data from various account types on the surrounding
parcels. Prior to exporting the nodes, the model was reviewed and a number of nodes were assigned as
“no-demand” nodes. This additional step was necessary for locations where a transmission main for one
pressure zone extends through a service area for a different pressure zone. In this case, the accounts on
the surrounding parcels are assigned to the distribution pipelines in the correct service zone, and not the
transmission main, which serves no demands.
As the billing account data is linked to the model nodes, the meter types are also analyzed to determine
fire flow requirements. For model nodes where all the linked accounts are single-family or duplex
accounts, a residential fire flow is assigned to the model node. If one or more multi-family accounts are
assigned to a given model node, the node is assigned with a multi-family fire flow. Likewise, if a
commercial or industrial account is included, the node is labeled commercial/industrial, and assigned a
higher fire flow. The fire flow assigned to each node is therefor based on the included account type with
the highest fire flow requirement. After model nodes were successfully assigned average day demands
based on billing account information, the nodes were imported back into the hydraulic modeling program.
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 5-7 March 2003
5.3 MAXIMUM DAY DEMAND 24-HOUR SIMULATION
The analysis engine of the H2ONET hydraulic modeling software solves the hydraulic model by using
the “Gradient Algorithm Hybrid Method” developed by EPANET. EPANET is a hydraulic and water
quality analysis program developed by the Water Supply and Water Resources Division of the U.S.
Environmental Protection Agency's National Risk Management Research Laboratory. The analysis
method solves a system of linear equations in an iterative process using matrix techniques. H2ONET
performs extended period simulations (EPS) to route water flows through the system using diurnal
demand curves. The result of this analysis technique is a balancing of reservoir flows and a more
accurate system response to changing demands within the subject distribution system.
To assess performance of the existing distribution system, system demands corresponding to a maximum
demand day were developed and input to the existing system model. The representative 24-hour
maximum day peaking curve for the CMWD, based on the flow analysis of two high demand days
(presented in Chapter 4) and the maximum demand day curve used in the 1997 model, is shown on Figure
5-2. Based on this representative curve and an existing system ADD of 16.2 MGD, the maximum day
24-hour demand analyzed is 26.7 MGD, and the peak hour demand is 47.0 MGD.
Figure 5-2
MAXIMUM DAY DEMAND PEAKING FACTOR CURVE
Peak Hour
Factor = 2.90
A vg. Max Day
Factor = 1.65
0.0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.0
3.2
midnight 3:00 6:00 9:00 Noon 15:00 18:00 21:00 midnight
Time of DayPeaking Factor (x ADD)
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 5-8 March 2003
Input flow to the distribution system model was set equal to the maximum day demand rate (26.7 MGD)
and proportioned between the four SDCWA connections based on typical summer flows. Reservoir water
levels were initially set at half full. No pump stations were activated, and flow from the 550 Zone to the
375 Zone at the D3 Reservoir (through the throttled plug valve) was set at 2,000 gpm. An extended
period simulation was then run to assess reservoir performance (the ability to supply peak flows and refill
after draining). Several simulation iterations were required to properly adjust the SDCWA inflows and
distribution system valves with variable settings. After the final flow adjustments were made, reservoir
levels were maintained between 25-75 percent full during the 24-hour simulation with maximum day
demands. The SDCWA inflows modeled at the aqueduct connections are shown in Table 5-2.
Table 5-2
INFLOW FOR THE MAXIMUM DEMAND DAY SIMULATION
(MGD)(CFS)
CWA #1 27 12.93 20.01
CWA #2 27 4.86 7.52
TAP #3 21 4.84 7.49
TAP #4 24 4.09 6.33
Total: 26.73 41.35
SDCWA
Connection
Diameter
(in.)
Flow Control Setting
Results of the 24-hour simulation were reviewed and analyzed. Model pressures were sorted to determine
both high and low pressure areas. During the peak hour demand (hour eight of the simulation) pressures
and pipeline velocities were plotted. The following observations were noted:
The model indicates a pressure of less than 30 psi in the 680 Zone on Obelisco Court, which has
an elevation of 585 feet in the model. The static pressure at this location is 41 psi based on a 680
Zone, however the pressure setting and PRV elevation provided by Operations Staff for the Alga
Road PRV #1 Station result in a grade of only 657 feet for this zone. The low pressure is the
result of the high elevation (which may be incorrect in the model), and the low PRV setting.
Low pressures (low 30’s) were observed near the 330 Zone in the vicinity of the Elm Reservoir.
The low pressures are the result of high elevations, which are approximately 255 feet in this area.
High pressures (175-185psi) are indicated in the 490 Zone transmission main in El Camino Real
near Jackspar , where the elevations in the model drop below 200 feet.
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 5-9 March 2003
High pressures (140-160 psi) are indicated along an 8-inch diameter pipeline in Paseo Cerro,
located between Melrose Drive and the CMWD boundary in the 700N Zone. Elevations in the
model along the length of this pipeline are 350 feet.
5.4 FIRE FLOW ANALYSIS
A fire flow analysis was performed on the existing system hydraulic model to determine the fire flow
capacity at each node. Results from the H2ONET fire flow simulation include the dynamic pressure at
each demand node while delivering the required fire flow and the available fire flow at each node with a
20 psi residual pressure. The fire flow simulation was run with maximum day demands (ADD x 1.65)
and the water level at reservoirs set to half full. The available fire flow was compared to the required fire
flow based on the meter account type (1,500 gpm for single-family, 3,000 gpm for multi-family, or 4,000
gpm for commercial/industrial), and deficiencies were identified.
Initially, over 40 nodes were identified that could not deliver the required fire flow. These node locations
were each evaluated and compared to the location of fire hydrants based on the CMWD atlas maps. At
many locations, modifications were made to the model to more accurately represent the existing system.
The modifications included removing a fire flow from pipelines that do not serve hydrants, relocating
nodes to match hydrant locations, or making minor pressure zone boundary adjustments. Many of the
nodes with substandard commercial fire flows were located at on-site pipelines extending through a
commercial property. A 4,000 gpm commercial fire flow is typically provided from a combination of two
or more hydrants. At several nodes the required fire flow was therefore modified to represent delivery of
a commercial fire flow from a combination of hydrants. Clubhouse facilities and recreation centers for
private residential developments are typically provided with commercial meters. Based on discussions
with the City of Carlsbad Deputy Fire Marshall, however, a commercial fire flow is not required for these
facilities. The required fire flow was reduced for identified clubhouse and recreation facilities based on
the type of existing residential development.
After modifications were made to the fire flow model, the simulation was re-run. Results indicated that
seven nodes could not provide a residential fire flow of 1,500 gpm at a minimum pressure of 20 psi. Four
demand nodes could not provide the required multi-family fire flow of 3,000 gpm, and three demand
nodes could not provide a commercial/industrial fire flow of 4,000 gpm with a minimum 20 psi residual
pressure. A summary table of the deficient fire flow nodes is provided in Table 5-3. Capital
Improvements projects to increase the available fire flow for the projects listed in Table 5-3 are identified
in Chapter 7 of this report.
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 5-10 March 2003
TABLE 5-3
LOCATIONS WITH REDUCED FIRE FLOW CAPACITIES
Model
Elevation
Required
Fire Flow
Available
Fire Flow
from Model
(ft)(gpm) (gpm)
440 Glasgow Dr. - Calavera Hills Recreation Center 354 4,000 *
2460 Garfield St. and Olive Av. (Hubbs Institute) 47 4,000 3,132
2825 Church at Flores Dr and Forest 177 4,000 3,418
2750 West end of Cynthia Drive 130 3,000 1,055
1310 South end of Holly Brae Lane 286 3,000 1,247
1080 South end of Cove Drive 21 3,000 1,377
2185 Chestnut Ave to Woodland Way and Cul-de-sac 127 3,000 1,756
7125 Obelisco Court 585 1,500 522
2210 Cul-de-sac at end of Jeanne Place 168 1,500 729
2300 Highland Dr south of Hillside Drive 118 1,500 924
2055 Cul-de-sac at end of Falcon Drive 290 1,500 1,036
2060 Cul-de-sac at end of Nob Hill Drive 283 1,500 1,077
2875 Highland Dr. and Ratcliff Road 155 1,500 1,209
2225 Cul-de-sac at Adair Way 127 1,500 1,337
* Available fire flow is based on the delivery rate through the CWA TAP No. 4 connection.
LocationModel
Node
Analysis results indicate that the majority of substandard residential fire flows are caused by excessive
headloss through a single 6-inch diameter pipeline upstream of the fire flow location. In the 580N Zone,
which does not have storage and is supplied directly from the TAP No. 4 Connection, a 4,000 gpm
commercial fire flow would not be available to the City of Carlsbad Calavera Recreation Center under
most supply conditions. The Calavera Hills emergency pump station can provide a supplemental flow of
1,500 gpm to this zone, but the total available fire flow may not be adequate during winter months, when
lower flow rates are ordered at the SDCWA TAP No. 4 Connection.
It is noted that the available fire flow rate from H2ONET simulation results should be interpreted only as
an approximation. The actual flow rate available from any given fire hydrant with a 20 psi residual
pressure is dependent on the exact location, elevation, and type of fire hydrant, and also the physical
condition (and resulting friction loss) of the upstream pipelines. An elevation difference of ten feet in the
model can significantly effect the reported available fire flow. The CMWD may therefore want to
conduct hydrant flow tests at the locations identified in Table 5-3 to confirm the model results. It is also
noted that many of the existing smaller, dead-end pipelines are not included in the hydraulic model.
Specifically, there are a number of older 4-inch diameter pipelines with warf-head hydrants that cannot
provide the minimum flow rate for fighting fires. The locations identified from the model as having
reduced fire flow capacities are therefore only a partial list of fire flow deficiencies in the entire
distribution system.
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 5-11 March 2003
5.5 STORAGE ANALYSIS
The required storage volume based the criteria defined in Table 5-1 and 2001 demands was calculated and
compared to the capacity of the existing system reservoirs, as discussed below.
5.5.1 Daily Storage
Daily storage is provided in distribution system reservoirs. To determine the required storage volume, the
service area for each reservoir is defined and the corresponding demand calculated from 2001 meter
accounts. Calculations to determine the required storage volume are shown in Table 5-4. Based on these
calculations, there is approximately 12.5 million gallons (MG) of excess storage capacity in the existing
system. However, on a zone-by-zone basis the 318 and 255 Zones are currently deficient in storage.
Table 5-4
EXISTING DAILY STORAGE REQUIREMENTS
ADD MDD Operational Fire
(MGD)(MGD)(.15 x MDD)Flow(1)
700S 0.04 0.07
680 0.41 0.68
580S 0.07 0.12
510 0.20 0.33
700N 0.72 1.19
550 2.47 4.08 0.8 MG 0.96 MG 5.5 MG 7.3 MG
430 0.17 0.28
490 0.02 0.03
285 0.16 0.26 0.1 MG 0.96 MG 0.4 MG 1.5 MG
198 0.08 0.14
580(2)0.41 0.68
446 1.65 2.72 0.5 MG 0.96 MG 3.5 MG 5.0 MG
349 0.08 0.13
D3 375 1.91 3.15 0.5 MG 1.92 MG 3.2 MG 5.5 MG 8.5 MG 3.0 MG
La Costa Lo 318 3.00 4.95 0.7 MG 0.96 MG 5.0 MG 6.7 MG 1.5 MG -5.2 MG
Ellery 330 1.15 1.90 0.3 MG 0.96 MG 1.9 MG 3.1 MG 5.0 MG 1.9 MG
Elm
Skyline 255 3.70 6.11 0.9 MG 0.96 MG 6.1 MG 8.0 MG
"E" Res.
16.2 26.8 4.0 MG 8.6 MG 26.8 MG 39.5 MG 50.5 MG 12.5 MG
(1) Equal to the volume of water based on the largest fire flow within the tank service area (flow rate times duration). For
large service areas, the fire flow storage was increased based on the potential for multiple fires.
(2) The 580 Zone has no available storage but can be supplied from the TAP Res. through the Calavera Pump Station.
4.5 MG -3.5 MG
TOTALS
Maerkle Res.10.0 MG 8.5 MG
TAP 6.0 MG 2.5 MG
2.3 MG 6.0 MG 3.7 MG
Santa Fe II 9.0 MG 1.7 MG
La Costa
High 0.2 MG 0.96 MG 1.2 MG
Reservoir
Capacity
Surplus/
DeficitReserve
( 1 MDD)TotalRESERVOIRService
Zones
Existing Demand Storage Requirements
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 5-12 March 2003
The 1.5 MG La Costa Lo Reservoir establishes the grade for the 318 Zone and is the only reservoir in that
zone. A daily storage capacity of 6.7 MG is required based on existing 318 Zone demands. The current
storage deficit is calculated to be 5.2 MG, and site limitations prevent a larger reservoir from being
constructed on the existing tank site. However, the 318 Zone has multiple supply sources from higher
zones with storage reservoirs. Water can be supplied to the 318 Zone from 1) the D3 Reservoir through
three separate PRVs, 2) the La Costa Hi Reservoir via the 680 and 510 Zones through two separate PRVs,
and 3) the Santa Fe II Reservoir via the 550 Zone and the Ayes PRV (which is controlled by telemetry).
There is currently more than eight million gallons of combined surplus storage capacity in these three
upper reservoirs.
Three separate 1.5 MG reservoirs are located within the 255 Zone, with a combined storage capacity of
4.5 MG. There is currently a 3.5 MG storage deficit based on existing 255 Zone demands. The primary
supply to the 255 Zone is from the 490 Zone and the Maerkle Reservoir. The surplus storage capacity in
Maerkle Reservoir is estimated to be 8.5 MG, and this excess capacity can be allocated to the 255 Zone.
5.5.2 Emergency Storage
The CMWD emergency storage policy is to provide 10 days of average water use. Based on the existing
ADD of 16.2 MGD, the required storaege volume is 162 MG. Maerkel Dam, which has a storage
capacity of 195 MG, currently provides the required storage volume for the District.
City of Carlsbad Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 6-1 March 2003
CHAPTER 6
ULTIMATE DEMAND PROJECTIONS AND ANALYSIS
For this Master Plan Update, ultimate demand projections are made based on the City’s 2001 Growth
Database. The Growth Database includes build-out projections for ultimate single-family dwellings,
multi-family units and commercial building square footage on a parcel-by-parcel basis. The CMWD
ultimate water demand is projected based on existing demands, future water demands calculated from the
Growth Database, and future irrigation demands obtained from recycled water projections. Future
demands are added to the existing system hydraulic model along with major water facilities identified in
existing development plans and previously identified future pipeline projects. A hydraulic analysis is
performed with projected ultimate maximum day demands to verify and size the future facilities, and to
identify any additional facilities required to serve the CMWD at buildout.
6.1 CARLSBAD GROWTH DATABASE
Build-out projections for the City of Carlsbad have been recently updated and compiled into a Growth
Database, which is maintained by the City. The City of Carlsbad Growth Database is parcel-based and
includes information on existing land use, as well as the future growth potential. The growth data, which
is based on current development plans and results of the 2000 Census, consists of the number of projected
single-family units, multi-family units, and the estimated building area for non-residential land use at
build-out. The building area in the database is generally assumed at 25 percent of the parcel size, unless
more detailed planning information was available. The existing percent build-out for each parcel is also
provided in the Growth Database.
Most of the projected growth in the CMWD is associated with known, planned developments in the
eastern portion of the City. These developments include Kelley Ranch, Villages of La Costa, Calavera
Hills, Mandana Properties, and Robertson Ranch, which are primarily residential developments, the
Carlsbad Oaks North and Faraday Business Parks, and Bressi Ranch, which will have a mixed-land use.
Development information for these large planned projects is typically lumped onto a single existing parcel
in the Growth Database, even if the project boundary encompasses several existing parcels or pressure
zones. The remainder of the future growth in the City of Carlsbad includes smaller, non-specific
developments and general “infill” of established neighborhoods and commercial areas generally located
in the western portions of the City.
The Growth Database was originally provided by the City of Carlsbad at the start of this Master Plan
Update project. During the course of the project, several updates to the projected future growth were
provided by the City and incorporated into a modified database. The growth potential data in the City of
City of Carlsbad Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 6-2 March 2003
Carlsbad Growth Database used for this Master Plan Update is summarized by Local Facility
Management Zone (LFMZ) in Table 6-1. The LFMZs are illustrated on Figure 6-1. Not all of the parcels
included in the Growth Database are within the CMWD service area. Portions of LFMZ 6 are served by
the Olivenhain Municipal Water District (OMWD) and all of LFMZs 11, 12 and 23 are served by either
the OMWD or the Vallecitos Water District. The growth update indicates a slightly lower number of
residential units and more commercial/industrial area than what was projected in the last Master Plan
Update.
Table 6-1
CITY OF CARLSBAD GROWTH DATABASE SUMMARY
LFMZ Non-Residential
No. SFDU MFDU Bldg Area (sqft)
1 430 0 0 Downtown area; Unit counts from 5/15/02 LFMZ 1 update
2 25 146 39,656 3 second dwelling units counted as MFU
3 13 0 193,251
4 0 0 50,000
5 0 0 4,137,974 Includes Faraday Business Park and airport
6 185 0 89,988 Future church assumed at 9,100 sqft (25% coverage)
7 345 436 32,670 Calavera unit counts from 7/15/02 update; Future elem.school
8 186 544 6,000 Kelly Ranch
9 41 0 428,100
10 750 320 0 Villages of La Costa; Future elementary school
11 1,266 275 622,972 Villages of La Costa
12 55 0 20,000 Future church assumed at 20,000 sqft
13 0 18 1,482,142 24 room hotel expansion assumed at 1 hotel unit =.75 MFDU
14 711 411 229,166 Unit counts from Robertson Ranch update; Future High School
15 807 158 303,798 Sycamore Creek; 8 second dwelling units counted as MFDU
16 0 0 1,921,000 Carlsbad Oaks North BP; Building area from 8/01/02 update
17 523 100 2,511,000 Bressi Ranch; 40,000 sqft for private school & daycare/church
18 308 0 2,262,817 140 condos counted as SFDU
19 218 78 69,520 61 condos counted as SFU; 78 timeshares counted as MFDU
20 687 24 73,450
21 185 210 0
22 168 286 53,280 149 condos counted as SFU
23 0 264 507,000 includes assisted living project (non-res & MFDUs)
24 32 0 0
25 130 0 0
Totals 7,065 3,270 15,033,784
No. of Res. Units Comments
Note: shaded rows indicate LFMZs with parcels outside of the CMWD
OCEANSIDE
VISTA
SAN MARCOS
OCEANSIDE
ENCINITAS
5
5
EL
ALGA
L A N E
T A M A R AC K
LA
ROAD
DR IV E
A V E N U E
MARRON
V IL L A G E
AIRPORT
R O A D
CAMINO
R O A D
BO ULEVA RD
PO IN S E T T IACARLSBADCARLSBAD
COSTA
REAL
BOUL
EVARDC A NN ON ROAD
B O ULEVAR DPALOMAR
AVIARAPARK
W
AY
COL LE GE
1
6
5
11
7
2
19
15
8
3
4
9
18
14
20
13
12
17
10
22
16
25
23
21
24
UNK
02-2003 Carlsbad61.mxd
FIGURE 6-1
CITY OF CARLSBAD
LOCAL FACILITY MANAGEMENT ZONES
1"=4000'
LEGEND
CITY OF CARLSBAD BOUNDARY
WATER SERVICE AREA BOUNDARY
LFMZ BOUNDARIES
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
999
City of Carlsbad Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 6-3 March 2003
6.2 GROWTH DATABASE UNIT WATER DEMANDS
Unit demands based on current water usage are documented in Chapter 4 (Section 4.5) of this report.
These unit demands should not be used directly for planning purposes, however, as more conservative
demands are developed for the calculation of ultimate demands. The unit demands developed to project
ultimate water demands from buildout data in the Growth Database are listed in Table 6-2. These water
demands were reviewed and approved by CMWD Staff at one of the project review meetings.
Table 6-2
UNIT DEMANDS FOR ULTIMATE PROJECTIONS
GROWTH
DATABASE
LAND USE TYPE
PROJECTED
WATER USE
FACTOR
DEVELOPMENT
UNIT
Single-Family
Residential 550 gallons per day per dwelling unit
Multi-Family
Residential 250 gallons per day per dwelling unit
Non-Residential 2,300 gallons per day
per 10,000 square feet of
building area
Unit demands for single and multi-family land use are applied to the projected number of dwelling units,
and account for both domestic and irrigation water use. The unit demand for non-residential land use is
applied to the building area, and accounts for interior water use as well as on-site irrigation demands. The
non-residential land-use category in the Growth Database includes commercial, industrial, medical and
office buildings. The composite unit demand is based on an assumed mix of land use types and is
appropriate (and most likely conservative) for demand projections of the overall water system.
Projections made using this factor may not be representative of smaller areas with a single land use type.
6.3 ULTIMATE DEMAND PROJECTIONS
Ultimate demand projections are based on build-out conditions for the CMWD, which is projected to
occur by the year 2020. The CMWD is surrounded by four neighboring districts, and there is no
expectation of altering the current district boundary in the future. Ultimate demand projections are
therefore made based on the existing CMWD boundary.
The scope of work for this Master Plan Update states that “ultimate demand projections are to be based on
the assumption that the planned Phase II expansion of the CMWD Recycled Water System is not
City of Carlsbad Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 6-4 March 2003
constructed”. To estimate ultimate demands, demand projections for future development identified in the
Growth Database and irrigation demands identified from the 1999 Recycled Water Master Plan are added
to existing system demands. The ultimate potable water demands therefore exclude recycled water
demands currently served by the CMWD Phase I Recycled Water System, but include the future irrigation
demands identified in the CMWD Recycled Water Master Plan for the Phase II System.
The ultimate demand for CMWD potable water system is projected to be approximately 23.9 MGD, and
the maximum day demand is estimated at 35.9 MGD (based on a peaking factor of 1.65). The projected
ultimate demand under various peaking conditions is listed in Table 6-3.
Table 6-3
SUMMARY OF PROJECTED ULTIMATE DEMANDS
Average Day 23.9 MGD 37.0 CFS
Minimum Month 12.0 MGD 18.5 CFS
Maximum Month 35.9 MGD 55.5 CFS
Maximum Day 39.4 MGD 61.0 CFS
Peak Hour 69.3 MGD 107.2 CFS
The projected ultimate demand is illustrated together with historical demands on Figure 6-2. An
approximation of the ultimate water use by category is provided in Figure 6-3. Compared to the existing
water use, the percentage of industrial/commercial and irrigation demands is projected to increase
slightly, and the percentage of residential demands is projected to decrease slightly. Water use for
agriculture is projected to decrease from five percent of the existing demand to approximately one percent
of the ultimate demand. If the Phase II Recycled water system is constructed, ultimate irrigation demands
will decrease as existing customers are transferred from the potable water system to the recycled water
system, and future irrigation customers are connected directly to the recycled water distribution system.
The ultimate demand without Phase II Recycled water customers is projected to be approximately 21.2
MGD. It is noted that not all the Phase II Recycled Water demands, which have been identified by City
Staff, are within the CMWD potable water service area.
The process of generating ultimate demands utilizes the City of Carlsbad Growth Database. However, the
Growth Database does not contain information on future irrigation demands or future development on
City-owned parcels, which include future schools and park sites. These future demands are accounted
for separately. The process used to develop the ultimate demand projections is described in the following
sub-sections.
Figure 6-2
HISTORICAL DEMANDS AND ULTIMATE DEMAND PROJECTIONS
Multi-Family
Residential
9%Commercial/
Industrial
23%
Irrigation
12%Irrigation
(Phase II Recycled)
12%
Single-Family
Residential
42%
Temporary
1%Agriculture
1%
Figure 6-3
PROJECTED ULTIMATE DEMANDS BY CATEGORY
21.2
23.9
10
12
14
16
18
20
22
24
26
1990 1995 2000 2005 2010 2015 2020Average Annual Demand (MGD) Historical water
consumption based
on CWA deliveries
Projected demands
without operation of Phase II
Recycled water system
Projected demands
assuming operation of Phase II
Recycled water system
CMWD
WATER MASTER PLAN UPDATE 6-5
Dudek & Associates, Inc.
March 2003
City of Carlsbad Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 6-6 March 2003
6.3.1 Growth Database Demands
To determine ultimate demands from the Growth Database, future demands were calculated for each
parcel using the unit factors in Table 6-2 and added to the water demand data from 2001 water billing
accounts. For parcels in the Growth Database that indicate both existing and future development (a build-
out percentage between zero and 100 percent), the future demand was added to the existing demand. For
parcels with only future development, the future demand replaced any existing demand on that parcel.
The existing demand that was replaced was typically from single-family or agriculture meters. The future
water demand based on Growth Database projections for parcels within the CMWD is approximately 6.9
MGD.
6.3.2 Irrigation Demands
Water demands projected from the Growth Database include on-site irrigation demands for residential
and non-residential parcels. However, future landscape irrigation for such uses as the irrigation of parks,
playgrounds, golf courses, landscaped areas along freeways, green belts, and extensive common-area
landscaping for industrial and commercial parks and subdivisions is not included. Demand projections
for this type of water use are obtained from the City’s compilation of identified future Phase II Recycled
water customers. The planned Phase II Recycled Water System will serve all the major new development
areas within the CMWD potable water service area.
A Recycled Water Master Plan was last prepared for the CMWD by a consultant in 1999. Since this last
master plan, the City of Carlsbad has updated recycled water projections for the future Phase II Recycled
Water System based on updated development plans. The most recent projections, dated September 28,
2001, were obtained from the City and used for this Master Plan Update. The water demands identified
as being supplied by the Phase II Recycled Water System include both existing water demands now
served from the potable water system and future demands. City Staff indicated which demands were
future demands. The future Phase II recycled irrigation demands that are within the CMWD potable
water service area are listed in Table 6-4.
The projected demand in Table 6-4 was calculated by the City based on unit demand factors that varied
between 2.0 and 3.75 acre-feet of water per acre per year. The exception is the projected demands for
future business parks. Only half of the projected irrigation demand for future business parks (Customer
No.’s C-13, C-13 and C-19) was added to the ultimate potable water system, since the unit demand factor
for non-residential development in the Growth Database includes an on-site irrigation component. The
total future irrigation demand in the ultimate potable water system based on Phase II recycled water
projections is approximately 1.8 MGD. It is noted that existing irrigation demands of approximately 0.9
MGD that are now supplied from the potable water system have also been identified as being supplied
from the future Phase II Recycled Water System.
City of Carlsbad Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 6-7 March 2003
Table 6-4
FUTURE PHASE II RECYCLED WATER DEMANDS
IN THE POTABLE WATER SERVICE AREA
Cust.
No. Node No. Zone Node No. Zone (af/yr) (gpm)
G-01 Carlsbad Municipal Golf 2012 384 5346 375 384.0 238.1
P-08 Marcario Canyon Park 1148 384 5348 375 250.0 155.0
R-68 Kelly Ranch 1152 384 5352 375 54.0 33.5
P-25 Zone 19 Park 1028 550 5354 550 30.0 18.6
R-47 Villages of La Costa (Greens) 1218 384 5356 375 372.5 231.0
P-24 Zone 5 Park 2028 550 5358 550 25.0 15.5
R-22 Robertson Ranch 1288 550 5362 255 190.0 117.8
R-78 Bressi Ranch 1224 384 5372 550 125.0 77.5
R-78 Bressi Ranch 3000 660 5374 700N 275.0 170.5
S-15A Calavera Lake School 5012 550 5452 446 37.5 23.3
R-14 Calavera Villages 5008 550 5454 446 178.0 110.4
C-12 Carlsbad Oaks Business Ctr. 3004 660 5366 700N 114.0 70.7
C-13 Raceway Industrial Park 3014 660 5368 700N 13.2 8.2
C-19 Industrial (Professor's Capitol) 3014 660 5368 700N 12.5 7.8
FUTURE MARKET SUBTOTALS: 1.84 MGD 1,278 gpm
Projected DemandRecyled Water Model Potable Water Model
2,061 af/yr
Market Name
FUTURE MARKETS
6.3.3 Miscellaneous Demands
The City’s Growth Database does not provide future growth information for City-owned parcels. Future
development on City parcels will include schools, parks and a municipal golf course. Irrigation demands
for future City parks and the golf course are identified in Table 6-4 above. City Staff have identified three
future elementary schools and a future high school. Water demands for these schools were developed
separately and included in the ultimate potable water demand projections.
Existing agriculture demands were reviewed to determine if they would remain in the ultimate water
system. Most existing areas devoted to agriculture will be replaced with future planned developments.
Because the buildout projections for large development projects in the Growth Database are typically
lumped onto a single parcel, the existing demand from agriculture meters was not always replaced by new
development. Existing agriculture meters with large demands were reviewed and removed from the
ultimate system as necessary. Based on discussions with City Staff, agricultural areas will remain at
buildout conditions on the south side of the Agua Hedionda Lagoon (the “strawberry fields”) and at the
flower fields north of Palomar Airport Road, between Armada Drive and Paseo del Norte. In addition,
demand from agricultural meters distributed throughout the City remains in the ultimate system if there
was no future growth designated for the associated parcel in the Growth Database. The average annual
demand from agricultural meters in the ultimate system is estimated to be approximately 0.34 MGD.
City of Carlsbad Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 6-8 March 2003
It is noted that in the existing distribution system, supplemental potable water is supplied to the Phase I
Recycled Water System at the location of the D tanks. The average annual demand supplied in 2001 was
250 gpm (0.36 MGD). This demand remains in the ultimate system model on the assumption that
supplemental potable water will continue to be supplied to the Phase I Recycled Water System. If the
Phase II Recycled Water System is constructed, City staff have indicated that varying amounts of
supplemental water may still be required during peak demand periods.
6.4 HYDRAULIC MODEL DEVELOPMENT
Future demands in the ultimate system will be supplied from an expansion of the existing distribution
system pressure zones. It is anticipated that no new major pressure zones will be required, although water
service to the high elevation area west of Maerkle Dam will require pumping. The initial ultimate system
H2ONET model was developed from the existing system model, layout plans for planned developments,
and current CMWD CIP projects. The hydraulic profile of the ultimate system as modeled is provided in
Figure 6-4 and the final ultimate system model is illustrated on Figure 6-5.
6.4.1 Physical Data Input
Future transmission facilities were added to the existing system model based on layout plans for planned
developments and the existing CMWD CIP. Layout maps in various stages of development were
provided by City Staff for most of the larger planned developments. These maps were used to determine
future pressure zone boundaries and water supply locations. The alignments of transmission mains and
the locations of future pressure reducing stations within specific projects were added to the model based
on the planning maps. It is noted that future distribution pipelines are included in the ultimate model to
distribute demands. The final sizing of distribution pipelines within planned developments will be
determined from future hydraulic analyses required as part of the development approval process.
Once facilities in the future developments were added, the City’s current CIP was reviewed with City
Staff. Facilities currently in design or under construction were added to the model. The remaining CIP
projects were reviewed and modified as appropriate based on updated planning information, and then
added to the model for analysis and verification. Major proposed facilities for the ultimate system include
the integration of the 700N and 700S Zones into a single 700 Zone with new north-south transmission
mains and a second transmission main supplying the 490 Zone from Maerkle Reservoir/Dam.
Eight future pressure reducing stations were input to the ultimate system model based on development
plans and existing CIP projects. Four of these pressure reducing stations are required to provide a
redundant source of water, and are therefore considered to be back-up or emergency facilities. The other
four stations were modeled with pressure settings so that they are normally active in the system. These
stations will supply the 446 Zone and the 255 Zone from the 490 Zone, and the 550 Zone and the 375
EL
ALGA
L A N E
T A M A R A C K
LA
ROAD
D R IV E
A V E N U E
MARRON
V I L L A G E
AIRPORT
R O A D
CAMINO
R O A D
BO U LEVA R D
POI N S ETTI ACARLSBADCARLSBAD
COSTA
R
EAL
BOULEVARDC AN N O N ROAD
BO ULE VARD
PALOMAR
AVI
ARAPARKW
AY
COL L EGE
5
5
OCEANSIDE
VISTA
SAN MARCOS
OCEANSIDE
ENCINITAS
D-3
"E"
ELM
TAP
ELLERY
SKYLINE
AQUEDUCT CONN.
SDCWA #2
AQUEDUCT CONN.
SDCWA #1
AQUEDUCT CONN.
TAP #4
AQUEDUCT CONN.
TAP #3
LA COSTA Hi
LA COSTA LO
SANTA FE II
MAERKLE RES.
I & II
BUENA VISTA
MAERKLE
DAM
D-4
02-2003 Carlsbadwa65.mxd
FIGURE 6-5
CARLSBAD MUNICIPAL WATER DISTRICT
ULTIMATE WATER
DISTRIBUTION SYSTEM MODEL
LEGEND
WATER SERVICE AREA BOUNDARY
ULTIMATE PIPELINES BY DIAMETER
4 - 8 INCH
10 - 14 INCH
16 - 28 INCH
30 - 48 INCH
PRESSURE REDUCING STATIONS
AQUEDUCT CONNECTION
RESERVOIR
DAM
1"=4000'
City of Carlsbad Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 6-9 March 2003
Zone from the 700 Zone. It is noted that the ultimate system model includes only the existing storage
facilities. However, additional storage facilities are recommended to satisfy the required storage criteria
(discussed later in this chapter). A new pump station was added to the model to supply the 700 Zone
from the 490/550 Zone. This pump station is only active in the model under the emergency supply
scenario from Maerkle Dam.
6.4.2 Demand Input
Projected demands were input to the ultimate system model using a multi-step process. The resulting
ultimate demands by pressure zone are calculated within the H2ONET hydraulic program and are shown
in Table 6-5.
Table 6-5
EXISTING AND ULTIMATE DEMANDS BY PRESSURE ZONE
PRESSURE
EXISTING 2001
DEMAND (MGD)
PROJECTED ULTIMATE
DEMAND (MGD)
ZONE Average Max Day Average Max Day
Annual (x 1.65)Annual (x1.65)
198 0.08 0.14 0.08 0.14
255 3.67 6.05 4.07 6.71
285 0.16 0.26 0.14 0.23
318 2.94 4.84 3.60 5.94
330 1.11 1.84 1.10 1.82
349 0.09 0.15 0.09 0.15
375 1.93 3.18 4.02 6.63
430 0.13 0.21 0.21 0.35
446 1.56 2.57 2.25 3.71
490 0.03 0.06 0.36 0.59
510 0.20 0.33 0.31 0.51
550 2.69 4.44 3.86 6.37
580N 0.42 0.69 0.51 0.84
580S 0.06 0.10 0.06 0.10
680 0.42 0.69 0.42 0.69
700 0.78 1.29 2.80 4.62
TOTALS: 16.3 MGD 26.8 MGD 23.9 MGD 39.4 MGD
As a first step in distributing demands to the ultimate system model, existing meter accounts and future
demands determined from the Growth Database were located to the City’s parcel GIS layer. The
resulting demand set was allocated to model nodes utilizing GIS techniques to group parcel demands to
the nearest node. For areas of the model where a transmission main for one zone extends through the
service area of a different zone, the nodes on the transmission main were “tagged” to prevent demands
City of Carlsbad Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 6-10 March 2003
from being assigned. The future development associated with several of the larger planned development
projects was assigned to a single parcel in the Growth Database. The associated demands for these
development projects, which include Bressi Ranch, Villages of La Costa, Calavera Hills, Mandana
Properties and Robertson Ranch, were manually distributed over multiple nodes on future pipelines input
to the model based on the development layouts.
Future Phase II recycled water demands were manually input to the ultimate system model based on their
locations in the recycled water model and input from City Staff. The future irrigation demands were
assigned to new nodes and identified as being potential Phase II recycled water demands. Existing
irrigation demands now served from the potable water system that are identified as future Phase II
Recycled Water System were also located in the model. These demands were obtained from the City’s
Phase II recycled water projections, and are shown in Table 6-6. Existing irrigation meter accounts
corresponding to the location of these customers were transferred to the set of potential Phase II recycled
water demands in the ultimate system hydraulic model. A total average annual demand of 2.73 MGD was
identified in the CMWD ultimate system model as potentially being served from the Phase II Recycled
Water System.
Table 6-6
EXISTING IRRIGATION DEMANDS IDENTIFIED AS PHASE II RECYCLED CUSTOMERS
FUTURE MARKET SUBTOTALS:184MGD 1 278 gpmCust.
No. Node No. Zone Node No. Zone (af/yr) (gpm)
C-06 Poinsettia Village Shopping Ctr. 4030 384 5320 318 12.8 7.9
R-77 Poinsettia Shores PA 7&8 4032 384 5146 318 37.5 23.3
R-39 Seacrest 1215 384 5200 375 7.0 4.3
R-46 Lohf Residential 1006 384 5116 375 85.0 52.7
3430, P254,
3480
G-07 Olympic Resort and Hotel 2042 550 1742 550 14.3 8.9
L-22 Safety Center 2163 550 3425 550 6.0 3.7
R-13 Calavera Cape 5028 550 5136 446 22.5 14.0
R-46 Lohf Residential 2056 550 6530 318 180.0 111.6
P-06 Calaveras Park 5028 550 440 580 47.3 29.3
P-14 Carrillo Ranch Park 3026 660 P518 700 37.0 22.9
R-48 Carrillo Ranch Park 3016 660 5012 700 105.0 65.1
R-49 Carrillo Ranch 3022 660 P504 700 57.5 35.7
R-50 Meadowcrest 2098 660 1686 550 8.3 5.1
R-51 Meadowlands 3020 660 5018 550 14.0 8.7
R-40 Vista Pacific 1248 384 5150 24.0 14.9
5178, 1698 430
1704, 3695, 550
3540 3904, 550
4100, 3450 550
4512 375
4555, 4570 550
998 af/yr 619 gpm
0.89 MGD
C-09 2102 375
EXISTING MARKET SUBTOTALS:
34.9
63.9 103.1 Industrial Center (Fed Ex)
Carlsbad Airport Center
Carlsbad Research Center
21.6
2040 550 550
C-08 2024 550 202.2 125.4
C-11
Market Name Estimated DemandRecyled Water Model Potable Water Model
City of Carlsbad Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 6-11 March 2003
6.5 ULTIMATE SYSTEM HYDRAULIC ANALYSIS
Hydraulic analysis of the ultimate system was performed to size and verify proposed future facilities. The
ultimate system model was analyzed under both maximum day demand and emergency supply scenarios.
Several iterations of the ultimate system model were developed as proposed facilities were added or
modified based on analysis results. The final ultimate system model and simulation results are provided
in digital format and included in Appendix B.
6.5.1 Maximum Day Demand 24-Hour Simulation
Projected demands corresponding to an ultimate system maximum demand day were developed and input
to the ultimate system model to identify and size future facilities. The 24-hour maximum day peaking
curve developed for the existing system analysis (refer to Figure 5-1) was applied to all demands in the
ultimate system model with the exception of irrigation demands designated as future Phase II recycled
demands. To more accurately model Phase II recycled demands, the peaking curve developed for
irrigation demands in the CMWD Recycled Water Master Plan was applied. The recycled water peaking
curve is based on a maximum day peaking factor of 2.5 and an evening irrigation period starting at
approximately 9:00 p.m. and peaking at midnight. The resulting total maximum day demand modeled is
40.9 MGD, which is therefore slightly higher than the projected maximum day demand of 39.4 using an
overall peaking factor of 1.65.
Reservoir water levels were initially set at half full in the simulation. Input flow to the ultimate
distribution system model was set equal to the maximum day demand rate (40.9 MGD) and proportioned
between the four SDCWA connections. Input flows were adjusted between the four connections, as
necessary, to maintain reservoir water levels. Supply from SDCWA Connection No. 3 (Supply to
Maerkle Reservoir/Dam) was maximized based on the increased transmission capacity of the 490 Zone
and the benefit of increased circulation in Maerkle Dam.
Extended period simulations were run to determine final pipeline sizing and assess reservoir performance
(the ability to supply peak flows and refill after draining). Several simulation iterations were required to
properly adjust the SDCWA inflows, distribution system valves with variable settings, and pressure
settings for new pressure reducing valves. Flow from the 550 Zone to the 375 Zone at the D3 Reservoir
(through the throttled plug valve) was set at 2,000 gpm and there was no flow through the Maerkle
Control Valve (supply to the 490 Zone from the 550 Zone). Pump stations were not activated in this
simulation. The final SDCWA inflows modeled at the aqueduct connections are shown in Table 6-7. It is
noted that the supply from SDCWA Connection No. 2 is at the existing rated capacity, and the supply
from the Maerkle Connection is nearly at capacity.
City of Carlsbad Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 6-12 March 2003
Table 6-7
SDCWA MAX DAY SUPPLY IN THE ULTIMATE SYSTEM MODEL
(MGD) (cfs) (MGD) (cfs)
CWA No. 1 (Palomar Airport
Road Connection)23.3 36.0 16.2 25.0
CWA No. 2 8.6 13.3 8.6 13.3
TAP No. 3
(Maerkle Connection)11.6 18.0 11.0 17.1
TAP No. 4
(TAP Connection)8.7 13.5 5.1 7.8
TOTALS 52.2 80.8 40.9 63.3
* Rated capacity for Conn. No. 1, 3 and 4 is the capacity of the SDCWA meter at the turnout, minus 10%.
Rated capacity for Conn. No. 2 is based on a contractual agreement with VWD, OMWD, and Carlsbad.
Supply in Ultimate System Mode
with Max Day DemandsSan Diego County Water
Authority Connection
Rated Capacity*
Model results from the maximum day demand simulation were reviewed to assess system operations and
reservoir performance. Reservoir operations are evaluated based on the ability of the tanks to drain to
supply peak hour demands and refill overnight. Figure 6-6 illustrates the resulting reservoir levels during
the maximum day simulation, which was extended over 48-hours to fully equalize reservoir flows.
Figure 6-6
RESERVOIR WATER LEVELS FROM THE MAXIMUM DAY DEMAND SIMULATION
15
20
25
30
35
40
45
50
55
60
65
036912151821242730333639424548
Time of Simulation (Hours)
Santa Fe La Costa Hi Maerkle Tap D-3 Ellery La Costa Lo Skyline Elm
Elm
La Costa Hi
D-3
Skyline
Santa Fe
Maerkle Ellery
City of Carlsbad Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 6-13 March 2003
As is shown on the Figure 6-6 chart, the existing reservoirs in the ultimate system are able to supply
operational storage and refill. For the zones with multiple reservoirs (255 Zone and 700 Zone), the
starting levels of the reservoirs were adjusted to “balance” the zone, ensuring that one reservoir did not
drain to fill the other. In the 255 Zone, the operating difference in the Elm and Skyline Reservoir levels is
due to the different bottom and high water levels of these tanks. It is noted that the Skyline Reservoir is
typically operated with a higher water level in the existing distribution system.
6.5.2 EMERGENCY SUPPLY SCENARIO
The ultimate system model was analyzed under an emergency supply scenario, with average day demands
supplied from the Maerkle Dam. In this simulation, the 24-hour peaking curve was revised based on
average day demands and flow inputs at the SDCWA Connections were set to zero. The bypass at the
Maerkle Control Valve was opened, and the five pressure reducing stations supplying the 550 Zone from
the 700 Zone were closed. This creates an integrated 490-550 zone, which operates at a grade controlled
by the Maerkle Reservoir. The Calavera Hills Pump Station was operated to supply the 580 Zone. Lastly,
a pump station was added to the model at the intersection of El Camino Real and Palomar Airport Road to
supply the 700 Zone from the 490-550 Zone. The capacity of the pump station was set equal to the
average day demand of the 700, 680 580S and 510 Zones, which is approximately 3.6 MGD or 2,500
gpm.
A 24-hour simulation was run, and model results indicated that average day demands could be supplied to
the entire distribution system from Maerkle Reservoir. However, the capacity of the Maerkle Reservoir
Pump Station, which supplies Maerkle Reservoir from Maerkle Dam, will have to be increased to
approximately 16,500 gpm (23.9 MGD), which is the projected average day demand. Although pressures
in the 550 Zone dropped by approximately 25 psi, analysis results indicate that the required 40 psi
minimum pressure could be maintained. It is noted that limiting the flow rate through the proposed 700
Zone pump station to 2,500 gpm is necessary to maintain adequate pressures in the 550 Zone (a higher
flow to the station will reduce downstream pressures in the 490-550 Zone from higher pipeline friction
losses). Under the emergency supply simulation with average day demands, water levels in the 700 Zone
Reservoirs gradually drained, since these reservoirs also supply a portion of the 318 Zone through the 510
Zone. Under extended emergency conditions, settings at pressure reducing stations supplying the 318
Zone could be adjusted to increase supply from the 375 Zone and reduce supply from the 700 Zone.
6.6 STORAGE ANALYSIS
The required storage volume based the criteria previously defined in Table 5-1 and projected ultimate
demands is calculated and compared to the capacity of the existing system reservoirs, as discussed below.
City of Carlsbad Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 6-14 March 2003
6.6.1 Daily Storage
Daily storage is provided in distribution system reservoirs. To determine the required storage volume,
reservoir service areas and corresponding demands were determined based on the proposed ultimate
distribution system. Calculations to determine the required storage volume are shown in Table 6-8.
Based on these calculations, there is projected to be a storage deficit of approximately 4.5 million gallons
(MG) in the ultimate system. Additionally, the District is considering the removal of the 1.5 MG “E”
Reservoir from the system, which does not operate together with the other two 255 Zone reservoirs due to
its elevation. Maerkle and Ellery Reservoirs are projected to have a combined surplus storage capacity of
9.9 MG, but the remaining reservoirs show capacity deficits.
Table 6-8
ULTIMATE DAILY STORAGE REQUIREMENTS
ADD MDD Operational Fire
(MGD)(MGD)(.15 x MDD)Flow(1)
700 2.80 4.61
Santa Fe II 680 0.42 0.70
&580S 0.06 0.10
510 0.31 0.52
550 3.86 6.38
430 0.21 0.35
490 0.36 0.60
285 0.14 0.24 0.1 MG 0.96 MG 1.0 MG 2.1 MG
198 0.08 0.13
580(2)0.51 0.85
446 2.25 3.71 0.7 MG 0.96 MG 4.7 MG 6.4 MG
349 0.09 0.15
D3 375 4.02 6.64 1.0 MG 1.92 MG 6.6 MG 9.6 MG 8.5 MG -1.1 MG
La Costa Lo 318 3.60 5.94 0.9 MG 0.96 MG 5.9 MG 7.8 MG 1.5 MG -6.3 MG
Ellery 330 1.10 1.82 0.3 MG 0.96 MG 1.8 MG 3.0 MG 5.0 MG 2.0 MG
Elm
Skyline 255 4.07 6.72 1.0 MG 0.96 MG 6.7 MG 8.7 MG
"E" Res.
23.9 39.4 5.9 MG 9.6 MG 39.4 MG 55.0 MG 50.5 MG -4.5 MG
(1) Equal to the volume of water based on the largest fire flow within the tank service area (flow rate times duration). For
large service areas, the fire flow storage was increased based on the potential for multiple fires.
(2) The 580 Zone has no available storage but can be supplied from the TAP Res. through the Calavera Pump Station.
7.9 MG
-0.4 MG
Maerkle Res.
TAP
10.0 MG
TOTALS
6.0 MG
4.5 MG -4.2 MG
La Costa
High
1.9 MG 2.88 MG
RESERVOIR Service
Zones
Projected Demand
Reserve
( 1 MDD)
Storage Requirements Available
Emergency
Capacity
12.7 MG 15.0 MG -2.4 MG
Reservoir
CapacityTotal
17.4 MG
6.6.2 Emergency Storage
The CMWD emergency storage policy is to provide 10 days of average water use. Based on the projected
ultimate average annual demand of 23.9 MGD, the required storage volume is 239 MG. If demands
City of Carlsbad Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 6-15 March 2003
identified as being supplied from the future Phase II Recycled Water System are not included, the
projected ultimate demand is approximately 21.2 MGD, and 212 MG of emergency storage will be
required. Maerkle Dam is reported to have a storage capacity of 195 MG. Therefore, additional storage
will need to be constructed to comply with the CMWD emergency storage policy.
6.7 ULTIMATE SYSTEM OPERATIONS
The proposed ultimate distribution system based on the results of the hydraulic analysis is illustrated on
Exhibit 2 in Appendix A. The major changes to the existing system and revised system operations, as
modeled, are discussed below for the major pressure zones:
700 Zone – In the ultimate system, the existing 700N and 700S Zones will be integrated into a
single zone with two reservoirs. Ultimate demands in the 700 Zone are projected to increase by
over 300 percent from 2001 demands. Future development projects that will be supplied
primarily from the 700 Zone include the Carlsbad North Business Park and the Raceway
Industrial Park. Portions of Bressi Ranch will also be supplied directly from the 700 Zone. New
700 Zone mains are planned in the future alignments of El Fuerte Street and Melrose Drive.
The La Costa Hi and Santa Fe II Reservoirs will operate together in the ultimate 700 Zone. These
reservoirs have a common bottom elevation of 700 feet, but the overflow elevation of the Santa
Fe II Reservoir is approximately five feet higher than the overflow on the La Costa Hi Reservoir.
In the ultimate simulation with projected maximum day demands, these two reservoirs operate at
slightly different high water levels. The water level of the La Costa Hi Reservoir remains
approximately six feet lower than the level of the Santa Fe II Reservoir. This is due to the long
transmission main between the Santa Fe II Reservoir and the 700 Zone distribution system, and
the supply limitation at the SDCWA No. 2 Connection. During lower demand periods when less
flow is ordered from the SDCWA No. 1 Connection, the high water level of these reservoirs will
be closer together.
A new pump station at the northeast corner of El Camino Real and Palomar Airport Road will
supply the 700 Zone under emergency conditions from the Maerkle Dam and the 550 Zone.
580N Zone - The 580N Zone serves residential demands in the northern part of the CMWD
service area and is supplied directly from the SDCWA TAP No. 4 Connection. The grade in this
zone is established by the TAP pressure sustaining valve, which discharges excess supply to the
TAP Reservoir. Demands are projected to increase to approximately 0.51 MGD, which is a 20
percent increase over existing demands. The 580N Zone distribution system will expand to serve
future development within Calavera Hills.
City of Carlsbad Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 6-16 March 2003
There is no storage in the 580 Zone. In the event of a fire, all flow supplied from the TAP No. 4
Connection would be available to the 580N Zone, as a pressure drop in system would close the
TAP sustaining valve. To provide a 1,500 gpm residential fire flow with maximum day demands
from the TAP No. 4 Connection, a minimum flow of approximately 3 MGD or 4.7 cfs would
need to be ordered. In the ultimate MDD hydraulic simulation, 7.8 cfs was supplied in the model.
The Calavera Hills Pump Station, which supplies the 580N Zone from the TAP Reservoir, can
provide an additional 1,500 gpm for fire flows or an emergency supply. The capacity of this
pump station is sufficient to supply projected ultimate peak hour demands for the 580N Zone.
However, the existing pump station does not have sufficient capacity to supply a 1,500 gpm
residential fire flow in addition to average day demands. An additional pump, back-up generator
and hydropnuematic tank are proposed for this facility.
550 Zone - Existing and future supply to the 550 Zone is from the 700 Zone. Demands in the
550 Zone are projected to increase by approximately 40 percent. The existing 550 Zone will be
expanded to serve portions of the planned Carlsbad North Business Park and most of the planned
development within Bressi Ranch. A new 550 Zone pipeline will be constructed in the future
alignment of El Fuerte Street to supply Bressi Ranch from the existing Melrose PRS.
Construction of this pipeline will connect the isolated portion of the 550 Zone (existing 550E
Zone) with the remainder of the 550 Zone. A future PRS near the east end of the CMWD
boundary along the future extension of Faraday Avenue will increase supply to the 550 Zone.
During shutdowns of the SDCWA aqueduct or in emergency supply conditions, the 550 Zone
will continue to be supplied directly from the Maerkle Reservoir at a reduced hydraulic grade
through the Maerkle Control Vault.
510 Zone - The existing 510 Zone is very small, and serves residential development in the La
Costa area. In the ultimate system, the service area of this zone will expand to the north and
supply portions of the Villages of La Costa, increasing the 510 Zone demand by approximately
50 percent. A new PRS for emergency/fire flow conditions is planned within the Villages of La
Costa to provide an additional source of supply from the 680 Zone.
490 Zone – The existing 490 Zone, which is supplied from Maerkle Reservoir, serves very little
demand directly but is the main supply to the 330, 285 and 255 Zones. The 490 Zone also
supplies the 446 and 375 Zones. In the ultimate system, the 490 Zone service area will expand to
include future development within Mandana Properties, Cantarini, and Kelley Ranch. Ultimate
demands within the 490 Zone service area are projected to increase tenfold, but will still be less
than existing demands in the 680 Zone.
City of Carlsbad Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 6-17 March 2003
Transmission main improvements are proposed for the 490 Zone to increase capacity under
normal and emergency operations and provide a redundant supply from Maerkle Dam. A 36-inch
diameter transmission main is proposed to parallel the existing 27-inch diameter supply main
from Maerkle Reservoir, and a new main will be constructed in the future alignment of College
Boulevard. The 490 Zone main in College Boulevard will supply the future development of
Robertson Ranch through a new PRS to the 255 Zone, and the future Calavera Hills development
through a new PRS to the 446 Zone. Supply to the 375 Zone will also increase from an upgrade
of the existing Grosse PRS.
Pressure settings for the new PRVs were set to maximize supply from the 490 Zone and the
SDCWA TAP No. 3 Connection in the ultimate system model. This operational adjustment was
done to take advantage of the additional pipeline capacity, excess daily storage capacity in
Maerkle Reservoir, and to increase water circulation in Maerkle Dam. In the event of a loss of
water supply from the SDCWA, the 490 Zone with proposed system improvements will be able
to supply the entire CMWD service area from Maerkle Dam (refer to Section 6.5.2).
446 Zone – Ultimate demands in the 446 Zone are projected to increase by over 40 percent. The
existing 446 Zone distribution system will expand to serve future development in Calavera Hills
and a portion of Robertson Ranch. A new 446 PRS is planned at the terminus of the 490 Zone
main in the future extension of College Boulevard. A new 446 Zone main will extend north in
College Boulevard and connect with the existing portion of the 446 Zone distribution system in
College Boulevard.
375 Zone - Ultimate demands in the 375 Zone are projected to be more than double the existing
demands. The service area the 375 Zone will expand to supply portions of the Villages of La
Costa, Cantarini, and Kelley Ranch. Several large future irrigation demands will also be served
from this zone if the Phase II Recycled Water System is not constructed. These future irrigation
demands include the Carlsbad Municipal Golf Course, Marcario Canyon Park, and Villages of La
Costa (Greens).
In the existing distribution system, there are two small isolated areas of the 375 Zone. The first
area, just north of El Camino Real and east of College Boulevard, is supplied from the 490 Zone
through the Grosse PRS. The second area is a part of Kelley Ranch that is accessed from El
Camino Real and Cannon Road and supplied from the Jackspar PRS. Future 375 Zone pipelines
are included in the ultimate system to integrate these areas with the rest of the 375 Zone.
Additionally, future pipelines in Cannon Road, College Boulevard, and through Mandana
Properties will create a looped 375 Zone distribution system.
City of Carlsbad Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 6-18 March 2003
In the maximum demand day simulation, the pressure setting at the Grosse PRS (which will be
enlarged) was adjusted so that the station would be active and supply the 375 Zone from the 490
Zone. It is noted that when this occurs, pressures in the formerly isolated area of Kelley Ranch
will increase by approximately 25 psi (based on the existing setting of the Jackspar PRV, as
provided by the Operations Staff). Analysis results from the ultimate maximum day demand
simulation indicate that pressures in the existing portion of the Kelley Ranch development will be
between 120 and 150 psi.
A new PRS is proposed to supply the future Villages of La Costa development in the 375 Zone
from the 700 Zone. A new 375 Zone transmission main in Poinsettia Lane will connect this area
of the 375 Zone with the D3 Reservoir.
318 Zone – Demand served from the ultimate 318 Zone is projected to increase by approximately
20 percent from existing 2001 demands. The 318 Zone service area will expand to serve a
portion of the future Villages of La Costa development. A new PRS is planned to supply the 318
Zone form the 375 Zone within Villages of La Costa. This PRS is considered to be an
emergency/fire flow supply and was not active in the hydraulic model.
255 Zone – Demands in the ultimate 255 Zone are projected to increase by approximately 10
percent over existing demands. The 255 Zone service area will expand to serve most of
Robertson Ranch, future development in LFMZ 25, and a small area east of College Boulevard,
which includes a future high school. Looped 255 Zone pipelines are planned within Robertson
Ranch and east of College Boulevard. These pipeline loops will be connected with the existing
255 Zone distribution system via a proposed pipeline in El Camino Real.
A new PRS is proposed at College Boulevard and the access road to Robertson Ranch, which will
supply the 255 Zone from the 490 Zone. A second PRS is proposed for development in LFMZ
25, which will supply the 255 Zone form the 446 Zone. In the ultimate system hydraulic model,
pressure settings for the two future PRSs were adjusted to supply all of the future development.
This was done to limit the flow increase through the existing May Company PRS (the primary
supply to the 255 Zone) and the downstream 255 Zone pipelines, which are flowing with high
velocities during peak demand periods.
The remaining pressure zones in the existing distribution system not listed above (198, 285, 330, 349,
430, and 680 Zones) are nearly built-out, and only minor demand and service area changes are projected
for the ultimate system. With the exception of a new PRS to provide a redundant supply to the 680 Zone,
no future transmission mains or supply facilities have been identified for these zones.
City of Carlsbad Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 6-19 March 2003
6.8 SEAWATER DESALINATION
A feasibility study has been prepared by a private company for a future 50 MG seawater desalination
facility adjacent to the Encina Power Plant. The plant could eventually be expanded to a 100MG facility.
The high quality drinking water would be sold based on long-term water sales agreements, and a draft
water purchase agreement has been submitted to the SDCWA for their consideration. The proposed
desalination plant would deliver desalinated water to CMWD, the City of Oceanside, VID, VWD, and the
SDCWA. Desalinated water would be pumped from the desalination facility in a new 48-inch diameter
pipeline to Maerkle Dam and Maerkle Reservoir prior to distribution to the various use areas. Maerkle
Dam would therefore be converted to a desalinated water storage facility.
CMWD is currently conducting its own internal evaluation of the desalination study separate from the
Water Master Plan Update. SDCWA staff is also reviewing the feasibility study and is in discussion with
staff at Carlsbad and Oceanside over coordinating technical review of the proposal. CMWD has
expressed concern over the mixing of desalinated water with imported water from the SDCWA, and the
effect of changing supply sources on customers. Specifically, changes in taste, mineral content, and the
overall water hardness may adversely affect customers who, under various seasonal supply scenarios,
would be delivered either desalinated water, imported water, or a mixture of both supplies. The CMWD
has therefore requested first rights to the desalinated water in order to supply all of its customers from a
single source.
If the desalination plant is constructed there will be numerous impacts to the City of Carlsbad and the
operation of the CMWD distribution system. In addition to new pipelines, a new pump station will be
required at Maerkle Dam to pump desalinated water back into the SDCWA tri-agency pipeline and an
additional CMWD pumping facility would be required to supply the upper zones with desalinated water
from Maerkle Reservoir. Emergency storage rights for the water in Maerkle Dam will need to be
negotiated. The potential impacts of changing the water supply to a desalinated source also need further
investigation.
City of Carlsbad Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 7-1 March 2003
CHAPTER 7
RECOMMENDED CAPITAL IMPROVEMENT PROGRAM
Water distribution system improvements are recommended to improve system reliability, increase the
available fire flow, replace aging facilities, supply the entire distribution system from Maerkle Dam, and
supply projected demands based on build-out conditions. Recommend projects are organized into a
phased Capital Improvement Program (CIP). To aid the CMWD in budgeting for capital improvements,
this chapter provides estimated construction costs for pipelines, reservoirs, pump stations and
miscellaneous improvements.
7.1 RECOMMENDED IMPROVEMENT PROJECTS
The recommended CIP includes the CMWD-funded projects proposed for build-out of the water
distribution system, which is projected to occur by the year 2020. The projects are illustrated on Exhibit 3
in Appendix A and summarized briefly below. The major developer-funded projects are also shown on
Exhibit 3.
7.1.1 Fire Flow Improvements
Fourteen projects are recommended to increase the available fire flow capacity in the existing system at
the locations previously documented in Table 5-3. The majority of the recommended improvements are
pipeline replacement projects, specifically the replacement of older 6-inch diameter pipelines with larger
diameter pipelines. One of the projects is a new supply connection for fire hydrants along Glasgow
Drive, in front of the Calavera recreation facility. Both 446 Zone and 580 Zone pipelines are located in
Glasgow Drive, and the existing hydrants are connected to the 580 Zone. The 580 Zone has no storage
and, depending on the flow rate ordered form the SDCWA TAP No. 4 Connection, a commercial fire
flow may not be available even with the operation of the back-up Calavera Pump Station (capacity =
1,500 gpm). A commercial fire flow rate of 4,000 gpm is available from the 446 Zone pipeline, which is
connected to the TAP Reservoir.
Fire flow projects are identified with an “F” label designation on Exhibit 3. It is recommend that the
CMWD conduct hydrant flow tests at the locations identified in Table 5-3 to confirm the modeling results
before constructing the recommended fire flow projects. As stated previously, the available fire flow is
dependent on the exact location, elevation and type of fire hydrant, and also the physical condition (and
resulting friction loss) of the upstream pipelines.
City of Carlsbad Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 7-2 March 2003
7.1.2 Reliability and System Condition Improvements
Six projects are recommend to increase the reliability of the existing system, based on the CMWD
requirement that no more than 18 houses are to be served from a dead-end water line. Five of these
projects, labeled as CIP project numbers 2, 3, 17, 19 and 24 on Exhibit 3, construct a looped or parallel
pipeline to provide redundancy. CIP project 21 constructs a second pressure reducing station (PRS) to
supply the 680 Zone. Parallel pipelines are recommended for two fire flow projects (CIP Nos. F12 and
F13) to provide redundancy as well as increase the available fire flow. There are three projects
recommended to replace existing water mains (CIP Nos. 16, 18 and 26) and several miscellaneous
projects, including a new 330 Zone pipeline in Carlsbad Boulevard to provide a two-way emergency
interconnect with the SDWD (CIP 22).
7.1.3 Emergency Supply Improvements
Maerkle Dam provides emergency water storage for the CMWD. Several water system improvements are
required to supply the entire distribution system from storage in Maerkle Dam. The recommended
projects are as follows:
CIP No. 29a – Increase the capacity of the Maerkle Pump Station, which supplies Maerkle
Reservoir from the Maerkle Dam. A pumping capacity equal to the average day demand (ADD)
of the entire distribution system is recommended. Currently, the Maerkle Pump Station can
supply approximately 60 percent of the average day demand. It is noted that ultimate expansion
of the Maerkle Pump Station is planned over two phases, designated at projects 29a and 29b in
Table 7-1.
CIP Nos. 10 and 11 - Construct a second transmission main from Maerkle Reservoir to the 490
Zone distribution system to increase transmission capacity and provide a redundant supply. A
36-inch diameter pipeline is recommended.
CIP Nos. 6 and 7 - Construct an additional delivery main and PRS to supply the 446 Zone from
the 490 Zone.
CIP Nos. 4 and 23 – Construct pipelines to increase the supply capacity from the 490 Zone to the
375 Zone.
CIP No. 5 - Replace the existing 20-inch diameter pipeline in El Camino Real upstream of the
Maerkle Control Vault with a 30-inch diameter pipeline and construct a new flow control valve
(Maerkle Control Vault). The capacity increase is required to supply the 550 and 700 Zones from
the 490 Zone through the Maerkle Control Vault by-pass.
City of Carlsbad Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 7-3 March 2003
CIP Nos. 15 and 20 - Connect the existing 700N and 700S Zones into a single 700 Zone and
construct an emergency pump station to supply the integrated 700 Zone from the 490 Zone. The
recommended capacity of this station is 2,500 gpm, which is the projected ultimate ADD of the
700, 680, 580S and 510 Zones.
7.1.4 Capacity Improvements
Several transmission main capacity improvements are recommended in the ultimate distribution system to
supply future demands. Generally, distribution pipelines 12-inches in diameter and smaller required to
serve future development projects are considered developer-funded projects. Larger pipelines are
included in the CIP. In some cases, both the developer and the CMWD will share pipeline project costs.
The supply capacity of the existing SDCWA aqueduct connections is projected to be adequate for
ultimate demands. Transmission main capacity improvements are recommended for the 700 Zone to
supply future industrial/commercial demands (CIP Nos. 12-14). Other capacity improvements are
recommended for the 375 Zone (CIP Nos. 8, 9, 25 and 30) and the 255 Zone (CIP No. 1). A second
phase expansion of the Maerkle Pump Station is recommended to supply future demands from Maerkle
Dam (No. 29b) and a new PRS will be required when the existing “C” Reservoir is taken out of service
(No. 35). There are also several miscellaneous projects identified for future development.
7.1.5 Storage Improvements
Based on projected ultimate demands, there will be a daily storage deficit of approximately 4.5 MG
within the distribution system. The storage deficit will increase by an additional 1.5 MG if the CMWD
decides to remove the “E” Reservoir from service. It is recommended that the daily storage deficit be
met by constructing an additional reservoir at the D3 Reservoir site, where there is already a reservoir pad
in place on District-owned property. To operate efficiently in the distribution system, it is recommended
that a “twin” reservoir be constructed with the same dimensions and capacity as the existing D3 tank.
CIP No. 27 recommends construction of an 8.5 MG “D4” Reservoir.
During completion of this planning document, District Staff decided that the 10-day emergency storage
requirement is to be calculated based on the projected ultimate ADD without Phase II recycled water
demands. To meet the future emergency storage deficit, construction of an additional reservoir adjacent
to Maerkle Dam was recommended in the last Master Plan. This previous storage solution has been
carried forward at the request of District Staff, and a buried reservoir with a capacity of 15 MG is
recommended to provide the required 10-days of emergency storage at build-out conditions (CIP No. 28).
City of Carlsbad Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 7-4 March 2003
7.1.6 Water Quality Improvements
Water quality improvements have been tentatively identified for Maerkle Dam, which is the CMWD’s
largest water storage facility. As discussed in Section 3.8 of this report, CMWD plans to continue the use
of chlorine dioxide to maintain water quality in the 195 MG covered reservoir. This results in the need
for a permanent installation of a chlorine dioxide generator and chemical storage facility. A decision on
the permanent installation will be delayed until after the seawater desalination project has been decided
upon, which calls for desalinated water to be stored at Maerkle Dam (refer to Section 6.8). At the
direction of CMWD staff, permanent water quality facilities at Maerkle Dam are not included in the CIP.
7.2 BASIS OF CONSTRUCTION COSTS
An opinion of probable construction costs was determined for the CIP projects by multiplying a unit cost
for construction by the estimated quantity and adding a 35 percent contingency for engineering,
administrative, and legal costs. Pipeline units costs used in the 1997 Master Plan were updated based on
the November 2002 Engineering News Record Construction Cost Index (CCI) of 6578. Unit costs were
also increased for projects constructed in existing major roadways. No costs are included for land or
right-of-way acquisition for transmission and distribution pipelines, as they are typically constructed in
the public right-of-way.
7.3 PHASED CAPITAL IMPROVEMENT PROGRAM
A phased CIP has been developed to plan for future water system improvements. The proposed
improvements illustrated on Exhibit 3 are itemized with an opinion of probable construction cost and
summarized by phase in Table 7-1. The project phases are defined as follows:
Phase I – Existing: Improvements to the existing water distribution system. The majority of the
facility improvements are pipeline projects recommended to improve fire flows and meet
redundancy criteria. Replacement of older water mains and additional capacity improvements in
the vicinity of the D3 Reservoir are also recommended.
Phase II – Emergency Supply: Improvements in this phase consist of facilities required to
supply the entire distribution system from Maerkle Dam via the 490 Zone. Included is a new
pump station to supply the 700 Zone and capacity improvements at the existing Maerkle Pump
Station. Also included are transmission main improvements in the 375 Zone that will be installed
with the construction of Cannon Road and College Boulevard, and the transmission main to
integrate the 700N and 700S Zones.
City of Carlsbad Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 7-5 March 2003
Phase III – Future Development: Improvements recommended for the final CIP phase include
construction of additional pipelines, pressure reducing stations, and operational and emergency
storage facilities. Capacity improvements are recommended that will be constructed with
commercial/industrial development in the 700 Zone and the development of Robertson Ranch and
LFMZ 25 in the 255 Zone.
These three CIP phases should provide the CMWD with a long range planning tool to keep up with
growth and provide for expansion of the water distribution system in an orderly manner. It is noted that
phasing for recommended improvement projects may be accelerated or deterred as required to account for
changes in development schedules, availability of land or rights-of-way for construction, funding
limitations, and other considerations that cannot be predicted at this time.
Zone Description/Location Project TypeExisting Diam.New Dam.Pipeline LengthUnit Cost Estimate*35% ContingencyTotal Constr. Cost * Benefit/CommentsF 1 330Upsize 6" and 4" PL in Jeanne Place to end of cul-de-sacPipeline Replacement6-in. 8-in. 600' $95 /linear ft. $33 $ 76,800 Upsize to provide Residential fire flowF 2 446Upsize 6" PL in Nob Hill Drive to end of cul-de-sacPipeline Replacement6-in. 8-in. 650' $95 /linear ft. $33 $ 83,200 Upsize to provide Residential fire flowF 3 446Upsize 6" PL in Holly Brae Lane and Alder Ave east of Skyline Dr.Pipeline Replacement6-in. 8-in. 890' $95 /linear ft. $33 $ 114,000 Upsize to provide Residential fire flowF 4 446Upsize 6" PL in Falcon Dr. east of Donna Dr. to cul-de-sacPipeline Replacement6-in. 8-in. 870' $95 /linear ft. $33 $ 111,400 Upsize to provide Residential fire flowF 5 255Upsize 6" PL in Cynthia Ln & Gregory Dr, from Knowles Av to cul-de-sacPipeline Replacement6-in. 8-in. 710' $95 /linear ft. $33 $ 90,900 Upsize to provide Residential fire flowF 6 330Upsize 6" PL in Tamarack Av from Highland Drive west to Adair St., and in Adair St to cul-de-sacPipeline Replacement6-in. 8-in. 1250' $95 /linear ft. $33 $ 160,100 Upsize to provide Residential and Multi-family fire flowF 7 330Upsize 6" PL in Highland Dr. from Yourell Ave to RatcliffPipeline Replacement6-in. 8-in. 700' $95 /linear ft. $33 $ 89,600 Upsize to provide Residential fire flowF 8 580Switch supply to hydrants at the Calavera Rec. center from the 580 Zone to the 446 Zone New Connection to Fire HydrantsNA NA NA $25,000 L.S. $8,750 $ 33,750 The 580 Zone has no storage. Modify system to provide Comm/Ind fire flow to recreation center from the 446 Zone and TAP Reservoir F 9 330Upsize 6" PL from Chestnut Ave at Woodland Way to the end of Woodland Pipeline Replacement6-in. 8-in. 560' $95 /linear ft. $33 $ 71,700 Upsize to provide Multi-Family fire flowF 10 255Upsize 6" PL in Garfield from Chinquapin Ave to end of cul-de-sacPipeline Replacement6-in. 8-in. 846' $95 /linear ft. $33 $ 108,300 Upsize to provide Comm/Ind fire flowF 11 255Upsize 6" PL in Arland Road from Highland to Buena Vista WayPipeline Replacement6-in. 12-in. 780' $116 /linear ft. $41 $ 121,900 Upsize to provide Comm/Ind fire flowF 12 330Install parallel pipeline in Highland Dr. from Hillside Dr. south to Adams St.New Watermain6-in. 8-in. 2400' $95 /linear ft. $33 $ 307,300 Upsize to provide Residential fire flow & provide redundant supplyF 13 255Install parallel pipeline in Cove Drive from Park Drive to end.New Watermain6-in. 10-in. 1300' $106 /linear ft. $37 $ 185,700 Upsize to provide Multi-Family fire flow & provide redundant supplyF 14 680High elevation areas in the vinicity of Obelisco Place/Circleemergency pumpNA NA NA $75,000 L.S. $26,250 $ 101,250 Install emergency pump to boost pressures & provide the req'd fire flow @ 20psi 2 255Parallel existing. 8" PL in Crestview Drive south of El Camino RealNew Watermain8-in. 8-in. 600' $95 /linear ft. $33 $ 76,800 Provides redundant supply to existing residential area 3 255El Camino Real south from Kelly Drive to Lisa StreetNew WatermainNA 10-in. 1500' $106 /linear ft. $37 $ 214,300 Provides looping to improve pressures and reliability550El Camino Real from Palomar Airport Road south to Cassia RoadWatermain Replacement20-in. 24-in. 6100' $240 /linear ft. $84 $ 1,976,400 Replace existing pipeline and provide increased flow capacity 375Poinsettia Lane west from Skimmer Ct. to Blackrail Rd.New WatermainNA 12-in. 4500' $116 /linear ft. $41 $ 703,000 Completes 375 Loop along Poinsettia Lane; Increase capacity to/from the D3 Reservoir550Poinsettia Road, 1100 feet east of Blackrail Rd.Watermain Replacement18-in. 30-in. 1100' $250 /linear ft. $88 $ 371,300 Increase supply to 550 Zone and D3 Reservoir550Aviara Pky at Plum Tree north to Mariposa St, then east to Sapphire Dr. New WatermainNA 8-in. 3100' $95 /linear ft. $33 $ 397,000 Provide redundant supply to residential development680 Intersection of El Fuerte and Corintia St.New 700 => 680 PRSNA NA NA $100,000 L.S. $35,000 $ 135,000 Provide redundant supply to 680, 580S and 510 Zones318Carlsbad Boulevard from Avenida Encinas south to the District boundaryNew WatermainNA 12-in. 4900' $116 /linear ft. $41 $ 765,500 Provide 2-way emergency conn w/SDWD 240 Zone; can supply to 318 Zone west of I-5 161718Table 7-1CMWD RECOMMENDED CAPITAL IMPROVEMENT PROGRAMLabelPHASE I - EXISTING SYSTEM IMPROVEMENTS 192122WATER MASTER PLAN UPDATEMarch 2003
Zone Description/Location Project TypeExisting Diam.New Dam.Pipeline LengthUnit Cost Estimate*35% ContingencyTotal Constr. Cost * Benefit/Comments550Parallel existing PL in Poinsettia Road from Ambrosia Ln. to Blackrail Rd.New Watermain18-in & 30-in12-in. 2000' $116 /linear ft. $41 $ 312,400 Provide redundant supply to residential developments700Palomar Airport Road west of SDCWA Connection #1Watermain Replacement20-in. 30-in. 1500' $250 /linear ft. $88 $ 506,300 Reduce velocity & provide increased capacity from SDCWA #1 Connection into 700 Zone.490 El Camino crossing at Kelly Dr.New watermainNA 12-in. 300 $124 /linear ft. $43 $ 50,200 Increase supply to the 255 Zone directly from the 490 Zone thru the Kelly PRSNAAbandonment of 9 wells at the Foussart well field well abandonmentNA NA NA $150,000 L.S. $52,500 $ 202,500 Abandon wells per State standards; removal of pumps, structures & restoration of propertyNA Lake Calavera Reservoir Improvementsreservoir improvementsNA NA NA $1,200,000 L.S. $420,000 $ 1,620,000 Replacement of outlet tower valves and piping; Re-grade reservoir bottom255 Oceanside Intertie Upgradeintertie upgradeNA NA NA $75,000 L.S. $26,250 $ 101,250 Valve, pipeline and meter replacements for the existing inter-tieNA Groundwater/seawater desalination study report/study NA NA NA NA NA $ 649,860 Investigate treatment/delivery of City owned groundwater;seawater desalination feasibilitySubtotal Phase I Improvements: 9,738,000$ 375Bryant Drive from Longfellow to El Camino Real, south on El Camino Real to College and northeast on College to Badger LaneNew WatermainNA 12-in. 4000' $116 /linear ft. $41 $ 624,900 Connects isolated portions of 375 Zone & provides for supply from Maerkle Res. for ex. and future development.$250 /linear ft. $88$150,000 L.S. $52,500$133 /linear ft. $47$100,000 L.S. $35,000490College Blvd from future intersection with Cannon south to future Tee leading to Maerkle ReservoirNew WatermainNA 16-in. 4000' $133 /linear ft. $47 $ 719,500 Primary feed for Robertson Ranch (490=>255 PRV); Increase supply capacity from Maerkle490In College Ave, from Badger Lane north aprrox. 1,200 ft, then east through future developmentNew WatermainNA 36-in. 5200' $220 /linear ft. $77 $ 1,544,400 Increase supply capacity from Maerkle Res and provide a redundant supply pipeline490Connection from terminus of Project #10 to Maerkle ReservoirNew WatermainNA 36-in. 4100' $220 /linear ft. $77 $ 1,217,700 Increase supply from Maerkle Res.; Supply to new 490 development east of El Camino and Rancho Carlsbad golf course.700El Fuerte Street from Palomar Airport Road south to Rancho PanchoNew WatermainNA 24-in. 5200' $163 /linear ft. $57 $ 1,141,000 Connects 700N and 700S Zones; Supply for future development 700Northeast corner of El Camino Real and Palomar Airport RoadPump Station NA $900,000 L.S. $315,000 $ 1,215,000 Provide emergency supply to 700, 680, 580S, and 510 Zones from Maerkle Res; Pump Station sized to supply the projected ult AAD of the zones supplied. 375Cannon Road, 1,800 feet NE from Faraday RoadNew WatermainNA 16-in. 2760' $133 /linear ft. $47 $ 496,500 Provide for 375 supply from Maerkle Res; Increased capacity for future development490Maerkle Pump Station Capacity ImprovementsEnlarge Pump StationNA $500,000 L.S. $175,000 $ 675,000 Req'd for emergency supply from Maerkle Dam. Increase PS capacity to existing ADDSubtotal Phase II Improvements: $ 9,616,000 10111523207$ 708,800 $ 1,273,600 Upsize existing 20" to 30" along El Camino Real from Cougar Dr. to Faraday Ave including Maerkle Control ValveWatermain Replacement & valve20-in.New Watermain & PRS6330'College Blvd from Carlsbad Village Drive south to Cannon Road, 490=>446 PRS Larger diam. pipe reduces pressure loss during emergency supply to 550 Zone from Maerkle Dam63233NA36Table 7-1 (continued)34LabelPHASE I - EXISTING SYSTEM IMPROVEMENTS (continued)243126Capacity = 2,500 gpm30-in. 1500'PHASE II - EMERGENCY SUPPLYIncrease supply capacity to 446 Zone from Maerkle Res.5 490490/ 44616-in.4Additional capacity = 5,000 gpm29 (a)WATER MASTER PLAN UPDATEMarch 2003
Zone Description/Location Project TypeExisting Diam.New Dam.Pipeline LengthConst. Unit Cost35% Contingency Total Est. Cost * Comment$116 /linear ft. $41$100,000 L.S. $35,000375College Blvd from Cannon Road south to Badger LaneNew WatermainNA 12-in. 4130' $116 /linear ft. $41 $ 645,200 Supply for new development and creates 375 Zone loop east of El Camino375In Cannon Rd., from Merwin Drive east to intersection with future College Blvd.New WatermainNA 12-in. 4400' $116 /linear ft. $41 $ 687,400 Supply for new development and creates 375 Zone loop east of El Camino700In future extension of Melrose Dr., from PAR north to future Faraday Rd.New WatermainNA 16-in. 4000' $133 /linear ft. $47 $ 719,500 Provides looped supply to new North 700 zone business park in LFMZ 16 (1 of 3)700In northern El Fuerte St. extension, to future Faraday Road New WatermainNA 16-in. 2200' $133 /linear ft. $47 $ 395,700 Provides looped supply to new North 700 zone business park in LFMZ 16 (2 of 3)700In future Faraday Rd. extension, between El Fuerte St. and Melrose Dr.New WatermainNA 16-in. 3600' $133 /linear ft. $47 $ 647,600 Provides looped supply to LFMZ 16 (3 of 3) and supply to 550 Zone from 700=>550 PRV375Poinsettia Road from El Camino Real west to Skimmer Court (Poinsettia Lane)New WatermainNA 12-in. 1300' $116 /linear ft. $41 $ 203,100 Parallel existing 8-inch to increase capacity in the 375 Zone and supply from the 550 Zone thru Villages of La Costa375Construct new 375 Zone water reservoir next to existing D-3 ReservoirNew Water Storage ReservoirNA $0.60/ gal $0.21/ gal $ 6,885,000 Provides additional daily storage within the distribution system for ultimate demands490Construct buried storage reservoir next to existing Maerkle ReservoirNew Water Storage ReservoirNA $1.00/ gal $0.35/ gal $ 11,475,000 Provides additional emergency storage to meet 10-day storage criteria based on ultimate demands490Maerkle Pump Station Capacity ImprovementsEnlarge Pump StationNA $500,000 L.S. $175,000 $ 675,000 Req'd for emergency supply from Maerkle Dam. Increase PS capacity to projected ADD375Gross Pressure Reducing Station Improvements490=>375 PRS UpgradeNA NA NA $75,000 L.S. $26,250 $ 101,250 Increase capacity of existing Gross PRS to supply new development from 490 Zone392Install 490=>392 PRS at Cannon Road and College Blvd.490=>392 PRSNA NA NA $100,000 L.S. $35,000 $ 135,000 Project will take place when existing "C" Reservoir is taken out of service580Calavera Pump Station Improvements, College Blvd at Carlsbad Village Dr.PS upgrades NA NA NA $300,000 L.S. $105,000 $ 405,000 Install standby generator & building, hydropneumatic tank & add'l pumpSubtotal Phase III Improvements: $24,143,000CIP TOTAL PHASES I - III $43,497,000* Opinion of probable construction cost is based on a Construction Cost Index (CCI) of 6578 for November 2002.City of CarlsbadDudek & Associates, Inc.New Watermain & PRS2789Capacity = 8.5 MG28Capacity = 15 MG121314NA25Table 7-1 (continued)LabelPHASE III - FUTURE DEVELOPMENTSupply new developments in LFMZ 25 & provide additional supply to the 255 Zone $ 1,168,600 12-in. 6600'1 255From end of Marron Road east to Tamarack; 446=>255 PRV at TamarackAdditional capacity = 5,000 gpm35373029(b)WATER MASTER PLAN UPDATEMarch 2003
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 8-1 July 2003
CHAPTER 8
WATER CONNECTION FEE UPDATE
The CMWD has historically charged connection fees to provide water service to its new customers. The
fees pay for the planning, design and construction of capacity improvements and/or new facilities
required for the delivery, distribution and storage of water. Under California State law, connection fees
must be based on relevant capital costs. This chapter provides an updated basis for new potable water
connection fees based on current growth projections and capital improvement projects identified to serve
future development. A cash flow analysis is performed with the updated connection fee from a starting
date of October 1, 2003 through buildout, which is projected to occur by 2020.
8.1 BACKGROUND
Water connection fees are used to generate revenue to construct water infrastructure needed to support
new development. Assembly Bill 1600 was incorporated into the California Government Code under
Title 7, Division 1, Chapter 5: “Fees for Development Projects”, effective 1989. Chapter 5 states that any
fee imposed by a local agency, such as the CMWD, must show that the fee will be used only for purposes
related to the service for which the fee is assessed. The law requires that the CMWD: 1) identify the
purpose of the fee, 2) identify the use for which the fee is to be put, 3) show a relationship between the
fee’s use and the type of development project on which the fee is imposed, and 4) show a relationship
between the need for the facility and the type of development project on which the fee is imposed. This
chapter provides the basis for connection fees needed to satisfy California law.
The water connection fee was developed as part of the 1990 Water Master Plan and calculated based on
equivalent dwelling units (EDUs). EDU conversions are defined in the Carlsbad Municipal Code for
purposes of estimating wastewater flows, but are not necessarily representative of water demands. In
January 1996 the Water and Wastewater Rate Study and Financial Plan recommended changing to a
simple, equitable method of assessing water connection fees based on the water meter size. The transfer
of methods was initially made by assuming that one EDU is equivalent to the water use from a 5/8-inch
meter, which is the typical meter size supplied for a single-family dwelling.
The connection fee varies depending on the hydraulic capacity of the meter and the potential demand it
could place on the water system. The current water connection fee is $2,400 for a 5/8-inch meter
connection. Charges for other meter sizes are shown in Table 8-1. Charges for larger meters are based on
a “modified” capacity ratio, which was developed in the 1996 Rate Study. The fees for turbine and turbo
meters are proportionally higher based on their higher flow capacity.
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 8-2 July 2003
Table 8-1
CMWD EXISTING CONNECTION FEES
The connection fees in Table 8-1 are currently charged for new connections to both the potable and
recycled water systems. In addition to the CMWD connection fee, there is also a County Water Authority
connection fee that is imposed on potable water connections, but not connections to the recycled water
system. It is noted that the connection fee update analysis presented in this chapter is based on future
connections and improvement projects for the potable water system. The updated fee is therefore
applicable to meters supplied from the potable water system only.
8.2 GROWTH PROJECTIONS
The total number of future users and an estimate of the number of corresponding water meters must be
projected to calculate connection fees. The City of Carlsbad Growth Database is used in this Master Plan
Update to determine the number of future users and project the ultimate water demand for the analysis of
the water distribution system (documented in Chapter 6, Section 6.1). Parcels in the Growth Database are
assigned to one of 25 Local Facility Management Zones (LFMZ), as illustrated previously on Figure 6-1.
For the connection fee update, an updated version of the Growth Database is used to determine the
number of future users. In the updated Growth Database, future users are based on development that is
projected to occur after October 1, 2003.
Growth data in the updated Growth Database consists of the number of projected residential units and the
estimated building area for non-residential parcels at build-out. To estimate the number of future water
meters, the projected residential units were identified as either single or multi-family (apartment) units.
Meter Size
(inch)Meter Type Connection Fee 5/8" Meter
Fee Ratio
5/8"Displacement $2,400 1
3/4"Displacement $3,420 1.43
1"Displacement $5,400 2.25
Displacement $10,200 4.25
Turbine $11,975 5
Displacement $15,360 6.4
Turbine $19,200 8
Displacement $27,000 11.25
Turbine $42,000 17.5
Displacement $42,000 17.5
Turbine $72,000 30
Turbo $120,000 50
Displacement $78,000 32.5
Turbine $150,000 62.5
Turbo $240,000 100
6"
1.5"
2"
3"
4"
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 8-3 July 2003
In the CMWD, single–family residences are connected with 5/8-inch water meters. Future single-family
residential units are therefore assigned one “meter EDU” based on a 5/8-inch water meter. Multi-family
and non-residential parcels are served from larger meters, and water meter EDU conversion factors are
developed for these development types in the following report section.
8.3 WATER METER EDU CONVERSIONS
The number of future water meters must be projected to calculate an updated water connection fee.
Future single-family residential units are assigned one “meter EDU” based on a 5/8-inch water meter.
Multi-family and non-residential parcels, however, are typically served from multiple and larger-sized
meters. The required size and number of meters to supply these parcels are based on calculations which
take into account the specific building type, fixture counts, and peaking formulas. Since this detailed
information is not available in the Growth Database, a method of estimating of the number and size of
future multi-family and commercial meters to project the number of future meter EDUs needs to be
developed.
The CMWD identifies 12 categories of meter types for billing purposes. The meter account categories
are: single-family, duplex, multi-family, multi-family public dwelling units, commercial, institutional,
agriculture (3 specific types), irrigation, fire protection, and temporary (construction water). Multi-family
and commercial/industrial parcels typically have separate meters for landscape irrigation and fire
protection. Connection fees are not charged for fire protection meters, and it is assumed that future
irrigation demands will be supplied from the recycled water system. The number of water meter EDUs
for future multi-family and non-residential development will therefore be based on the projected number
of multi-family and commercial account type meters only.
8.3.1 Multi-Family Meter EDUs
Water demands for future multi-family units are estimated in this Master Plan Update based on a
projected water use of 250 gallons per day per unit, or an EDU of 0.45. An EDU based on demand,
however, does not necessarily equate to a “meter EDU” based on a 5/8-inch water meter. A 451-unit
apartment complex currently under construction in the Kelly Ranch development is considered to be
typical of future multi-family developments. Twenty-six 2-inch multi-family water meters have been
purchased to serve this development. Based on the fee structure in Table 8-1, each 2-inch meter is
charged a rate 6.4 times higher than a 5/8-inch meter. This results in a meter EDU of 0.37 for each multi-
family unit (26 meters x 6.4 EDUs per meter / 451 units). Based on this data, each multi-family unit in
the growth database will be assigned a meter EDU of 0.4. Stated another way, the water connection fee
for approximately 2.5 multi-family units is projected to be the same as the connection fee for a single-
family unit.
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 8-4 July 2003
8.3.2 Non-Residential Meter EDUs
An analysis of existing commercial water meter data was performed to determine the relationship
between non-residential building area and water meter size. The building area associated with each
existing commercial meter was estimated from parcel data assuming a building coverage of 25 percent,
which is the assumption used in the City’s Growth Database when specific information on building size is
unavailable. For parcels with multiple commercial water meters, the parcel size was apportioned based
on meter size and quantity. Table 8-2 summarizes the existing commercial water meter data and
calculates the average building size for various meter sizes. A meter conversion factor is then calculated
to determine the number of equivalent 5/8” meters. The majority of future commercial meters are
anticipated to be 1, 1-1/2, or 2-inch meters. A single conversion factor was therefore calculated based on
a weighted factor for these meter sizes. This conversion factor can be used to project the number of
future meter EDUs from the future industrial and commercial building area in the Growth Database.
Table 8-2
ANALYSIS SUMMARY OF EXISTING COMMERCIAL METERS
8.4 PROJECTED WATER METER EDUs
The projected future development within the CMWD Service Area after October 1, 2003 is summarized
in Table 8-3 by LFMZ. Also shown in this table is the projected meter EDUs based on a 5/8-inch water
meter, which is the basis of the water connection fee update.
Meter No. of Average Parcel
Size Meters Size(1)
5/8" 176 10,316 sqft 2,579 sqft 1 2,579
3/4" 47 41,475 sqft 10,369 sqft 1.43 7,276
1" 94 72,991 sqft 18,248 sqft 2.25 8,110
1.5" 137 102,235 sqft 25,559 sqft 4.25 6,014
2" 295 127,742 sqft 31,935 sqft 6.40 4,990
3" 4 165,843 sqft 41,461 sqft 11.25 3,685
Weighted Average based on 1", 1-1/2" & 2" meters: 5,810
(1) For parcels with more than one meter, parcel size is proportioned to individual meters.
(2) Building size is calculated at 25% of the parcel size, which is the assumption used in the
City's Growth Database for non-residential land use.
(3) Building area is divided by this conversion factor to obtain the number of 5/8" meter EDUs
EXISTING COMMERCIAL METERS Existing
5/8" Meter
Fee Ratio
5/8" Meter
conversion
Factor(3)
Estimated Building
Size(2)
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 8-5 July 2003
Table 8-3
FUTURE POTABLE WATER METER EDUs
8.5 CAPITAL COSTS
The basis of capital cost estimates for the water connection fee is the Capital Improvement Program (CIP)
previously identified in Table 7-1 of this Master Plan Update. The CIP lists current and future projects
that will be needed to support the build-out population, including replacement of existing facilities and
maintenance–related projects. However, only those projects related to growth are included in the
connection fee calculations. The potable water capital improvement projects and estimate of probable
costs for the connection fee update are summarized in Table 8-4.
8.6 CONNECTION FEE CALCULATIONS
The water meter connection costs for potable water service can be determined from the CIP costs and the
projected number of future meter EDUs. Because the actual number of units eventually constructed may
vary, it is prudent to reduce the estimate of future water EDUs in the calculation of connection fees. This
unit reduction, or “safety factor”, ensures that the necessary fees will be collected even if areas within the
CMWD are not completely buildout as planned.
As stated previously in Section 8.3, future irrigation meters are assumed to be connected to the recycled
water system, and are therefore not considered in the future meter EDU projections. However, it is
acknowledged that some irrigation meters will be connected to the future potable water system, at least
Future
Non-Residential
SF Units MF Units Building Area (sqft) SF Units MF Units
1 290 399 1,016,581 625 14 608 352 0 749
2 22 118 39,656 76 15 470 80 275,000 549
3 12 0 148,551 38 16 0 0 1,413,522 243
4 40 0 0 40 17 598 0 2,438,000 1,018
5 0 0 2,496,687 430 18 0 0 2,226,000 383
6 128 0 180,065 159 19 84 0 223,637 122
7 268 437 30,000 448 20 497 0 70,750 509
8 170 86 6,000 205 21 180 212 0 265
9 1 0 411,500 72 22 222 0 84,780 237
10 740 315 0 866 24 30 0 0 30
13 0 0 1,309,692 225 25 130 0 0 130
Totals:
* Water Meter EDU conversions based on: 1 SF unit = 1 meter EDU
2.5 MF units = 1 meter EDU
5,810 sqft Non-Residential area = 1 meter EDU
Building Area (sqft)
6,489 residential units 12,370,421 sqft of building area 7,419 EDUs
5/8"
Meter
EDUs*
5/8"
Meter
EDUs*
LFMZ
Future Development
LFMZResidential Residential Non-Residential
YEAR 1 2003-2004 YEAR 2 2004-2005 YEAR 3 2005-2006 YEAR 4 2006-2007 YEAR 5 2007-2008 YEAR 6-10 2008-2013 BUILDOUT 2013+ El Camino Real south from Kelly Drive to Lisa St. New Watermain 164,300*$ 164,300$ Bryant Dr. from Longfellow to El Camino Real, south on El Camino Real to College & northeast on College to Badger LnNew Watermain 624,900 $ 624,900$ College Blvd from future intersection with Cannon south to future Tee leading to Maerkle Res.New Watermain 421,000*$ 421,000$ College Blvd from Cannon Road south to Badger Lane New Watermain 645,200 $ 645,200$ In Cannon Rd., from Merwin Drive east to intersection with future College Blvd.New Watermain 687,400 $ 687,400$ In future extension of Melrose Dr., from PAR north to future Faraday Rd.New Watermain 719,500 $ 719,500$ In northern El Fuerte St. extension to future Faraday Av New Watermain 148,800*$ 148,800$ In future Faraday Rd. extension, between El Fuerte St. and Melrose Dr.New Watermain 647,600 $ 647,600$ El Fuerte St. from Palomar Airport Rd south to Rancho PanchoNew Watermain 1,141,000 $ $1,141,000Poinsettia Ln west from Skimmer Ct. to Blackrail Rd New Watermain 309,000*$ 309,000$ Poinsettia Road, 1100 feet east of Blackrail Rd. Watermain Upgrade 185,700*$ 185,700$ Northeast corner of El Camino Real and Palomar Airport RoadPump Station 1,215,000 $ $1,215,000Poinsettia Road from El Camino Real west to Skimmer Court (Poinsettia Lane)New Watermain 203,100 $ 203,100$ Construct new 375 Zone water reservoir next to existing D-3 ReservoirNew Water Storage Reservoir5,163,800*$ $ 5,163,800 Construct buried storage reservoir next to existing Maerkle ReservoirNew Water Storage Reservoir11,475,000$ $11,475,000Maerkle Pump Station Capacity Improvements Enlarge Pump Sta. 675,000 $ 675,000$ El Camino Crossing at Kelley Dr. New Watermain 94,000 $ 94,000 $ Gross Pressure Reducing Station Improvements490=>375 PRS Upgrade101,300 $ 101,300$ Calavera Pump Station Improvements, College Blvd at Carlsbad Village Dr.PS upgrades 405,000 $ 81,000$ 324,000$ Master Plan Upate and CEQA documentation Prepare Report 43,200*$ $ 43,200 Total Cost for Connection Fee Projects: $25,687,800 $4,501,600 $81,000 $2,404,000 $0 $1,401,200 $17,300,000 $0* Opinion of probable cost for the Connection Fee is less than the total project cost due to other funding sources or prior expenditures for this project. 15177891237--30Table 8-4272829(b)1820251314CAPITAL IMPROVEMENT PROJECTS FOR THE WATER CONNECTION FEE UPDATE31FUTURE YEAR BUDGET AMOUNTSCIP NO.MASTER PLAN PROJECT DESCRIPTION/LOCATION PROJECT TYPEESTIMATED COST $ 618,000 4618,000*$ 31From end of Marron Road east to Tamarack; 446=>255 PRV at TamarackNew Watermain & PRSCMWDWATER MASTER PLAN UPDATE 8-6Dudek &Associates, Inc.July 2003
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 8-7 July 2003
Initially, and water connection fees will be collected for these meters. A review of water meters issued
over the past three years indicates that irrigation meters connected to the potable water system accounted
for approximately ten percent of the total meter EDUs issued. Since this trend is likely to continue, the
additional fees collected from future potable water irrigation meters can be considered a “safety factor” in
the event the CMWD is not fully built out as planned. The number of projected meter EDUs calculated in
Table 8-3 is therefore used without any percentage reduction to calculate connection fees.
The calculations for the updated connection fee are shown in Table 8-5. The “Total Cost” in Table 8-5 is
the capital budget minus the available cash balance in the water connection fee account. City staff have
projected the available cash balance on October 1, 2003 to be $3,440,669. The new connection fee is
calculated to be $2,999 for a 5/8-inch meter. Table 8-6 lists the cost for other water meter sizes utilizing
the current fee ratio, which was developed in the 1996 Rate Study based on a modified capacity ratio.
The updated connection fees apply to meters connected to the potable water system only.
Table 8-5
WATER CONNECTION FEE CALCULATION
Table 8-6
UPDATED CONNECTION FEES
Capital
Budget
Available Cash
Balance Total Cost
Future
Meter
EDUs
Cost Per
Meter EDU
(5/8" meter)
$25,687,800 $3,440,669 $22,247,131 7,419 $2,999
Meter Size
(inch)
Meter
Type
Updated
Connection Fee
5/8"Displacement $2,999
3/4"Displacement $4,274
1"Displacement $6,748
Displacement $12,746
Turbine $14,964
Displacement $19,194
Turbine $23,992
Displacement $33,739
Turbine $52,483
Displacement $52,483
Turbine $89,970
Turbo $149,950
Displacement $97,468
Turbine $187,438
Turbo $299,900
6"
1.5"
2"
3"
4"
CMWD Dudek & Associates, Inc.
WATER MASTER PLAN UPDATE 8-8 July 2003
8.7 WATER SYSTEM CASH FLOW ANALYSIS
A cash flow table can be constructed using the water connection fee calculated in Table 8-5, yearly
buildout projections based on the City of Carlsbad Growth Database, and project phasing estimates
provided by City Staff. Table 8-7 provides a water cash flow table using the calculated connection fee
over a seventeen-year period, starting in October 1, 2003 and ending at 2020, which is the projected
buildout year for the City. At the end of the chosen time period the cumulative balance is $0, because the
connection fees are based on a budget that includes the available cash balance. It is noted that all values
used in the cash flow tables are in current dollars.
Table 8-7
WATER CONNECTION FEE CASH FLOW ANALYSIS
Fiscal
Year
New
EDUs
Connection
Fee Revenue CIP Costs Balance
Cumulative
Balance
Available cash balance projected for 10/1/03 = $3,440,669
2003 480 $2,999 1,439,361$ 4,501,600$ (3,062,239)$ 378,430$
2004 907 $2,999 2,719,793$ 81,000$ 2,638,793$ 3,017,224$
2005 704 $2,999 2,111,064$ 2,404,000$ (292,936)$ 2,724,287$
2006 833 $2,999 2,497,892$ -$ 2,497,892$ 5,222,179$
2007 568 $2,999 1,703,244$ 1,401,200$ 302,044$ 5,524,224$
2008 585 $2,999 1,754,222$ 3,460,000$ (1,705,778)$ 3,818,446$
2009 554 $2,999 1,661,263$ 3,460,000$ (1,798,737)$ 2,019,709$
2010 474 $2,999 1,421,369$ 3,460,000$ (2,038,631)$ (18,922)$
2011 432 $2,999 1,295,425$ 3,460,000$ (2,164,575)$ (2,183,497)$
2012 374 $2,999 1,121,503$ 3,460,000$ (2,338,497)$ (4,521,994)$
2013 316 $2,999 947,580$ -$ 947,580$ (3,574,414)$
2014 288 $2,999 863,617$ -$ 863,617$ (2,710,797)$
2015 187 $2,999 560,751$ -$ 560,751$ (2,150,046)$
2016 158 $2,999 473,790$ -$ 473,790$ (1,676,256)$
2017 139 $2,999 416,815$ -$ 416,815$ (1,259,441)$
2018 131 $2,999 392,826$ -$ 392,826$ (866,616)$
2019 152 $2,999 455,798$ -$ 455,798$ (410,818)$
2020 137 $2,999 410,818$ -$ 410,818$ $0
Totals: 7,419 22,247,131$ 25,687,800$ (3,440,669)$