HomeMy WebLinkAbout023050 ORD - 09/09/1997AN ORDINANCE
AMENDING THE CITY OF CORPUS CHRISTI COMPREHENSIVE PLAN BY
AMENDING THE MASTER WATER PLAN FOR THE CITY BY PROVIDING
FOR WATER DISTRIBUTION SYSTEM IMPROVEMENTS TO ELIMINATE
EXISTING DEFICIENCIES; PROVIDING FOR ADDITIONAL CAPACITY TO
KEEP PACE WITH PROJECTED GROWTH; PROVIDING FOR IMPROVED
SYSTEM RELIABILITY; PROVIDING A RELIABLE BASE FOR ECONOMIC
DEVELOPMENT; AND PROVIDING FOR SEVERANCE.
WHEREAS, the Planning Commission has forwarded to the City Council its report and
recommendations concerning adopting the Master Water Plan for the City as an element of the City
of Corpus Christi Comprehensive Plan;
WHEREAS, in accordance with proper notice to the public, a public hearing was held on
Wednesday, July 23, 1997, during a meeting of the Planning Commission and on Tuesday,
August 26, 1997, during a meeting of the City Council, in the Council Chambers at City Hall in the
City of Corpus Christi allowing all interested persons to appear and be heard; and
WHEREAS, the City Council has determined that the hereinafter set forth adoption would
best serve public health, necessity and convenience and the general welfare of the City of Corpus
Christi and its citizens.
NOW THEREFORE, BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY
OF CORPUS CHRISTI, TEXAS:
SECTION 1. That the Comprehensive Plan of the City of Corpus Christi, Texas, is amended
by making the change hereinafter set out.
SECTION 2. That there is hereby approved and adopted as a portion of the Comprehensive
Plan the City of Corpus Christi Water Distribution System Master Plan, a substantial copy of which
is attached hereto and made a part hereof for all purposes, marked Exhibit A.
SECTION 3. That the City of Corpus Christi Water Distribution System Master Plan, a
portion of the master and general plan of the City, hereby establishes the City of Corpus Christi's
policies for growth and development for the area described by said plan by providing for water
distribution system improvements to eliminate existing deficiencies, providing for additional capacity
to keep pace with projected growth, providing for improved system reliability, and providing a
reliable base for economic development.
SECTION 4. That the implementation schedules contained in Exhibit A the City of Corpus
Christi Water Distribution System Master Plan, are tentative and are subject to future incorporation
into the Capital Improvements Plan of the City of Corpus Christi and approval of funding by the City
Council.
SECTION 5. That all ordinances or parts of ordinances in conflict herewith are hereby
expressly repealed.
97N1-12829.102/As Amended On First Reading
j1CROFILMED
2
SECTION 6. If for any reason any section, paragraph, subdivision, clause, phrase, word or
provision of this ordinance shall be held invalid or unconstitutional by final judgment of clause,
phrase, word or provision of this ordinance for it is the definite intent of this City Council that every
section, paragraph, subdivision, clause, phrase, word or provision hereof be given full force and effect
for its purpose.
That the foregoi g ordinance was read for the first time and passed to its second reading on
[, , 19 97 , by the following vote:
this the e/& / hday of
Loyd Neal
Jaime Capelo
Melody Cooper
Alex L. Garcia, Jr.
Arnold Gonzales
Betty Jean Longoria
John Longoria
Edward A. Martin
Dr. David McNichols
Thft the foregoing ordinancewas read for the second time and passed finally on this the OA day of
�CJCa(lf' %n, h-) , 19 1 q 7 , by the following vote:
arc
Loyd Neal
Jaime Capelo
Melody Cooper
Alex L. Garcia, Jr.
Arnold Gonzales
Betty Jean Longoria
John Longoria
Edward A. Martin
Dr. David McNichols
PASSED AND APPROVED, this the �� day of pti11C blh.,, 1997.
ATTEST:
alis,r �.?1
A mando Chapa, City Secre ary MAYOR
THE CITY OF CORPUS CHRISTI
APPROVED THIS 27TH DAY OF AUGUST, 1997:
JAMES R. BRAY, JR., CITY ATTORNEY
By:
orbert J. Hart, Assis •.I y Attorney
97N112829.102/As Amended On First Reading
a5
City of Corpus Christi
Water Distribution
System Master Plan
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/ GREGORY DEAN NELSON /
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June 1997
PN 28382
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BLACK & VEATCH
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TABLE OF CONTENTS
Pug
1.0 INTRODUCTION 1-1
1.1 COMPREHENSIVE PLAN 1-1
1.2 PURPOSE 1-1
1.3 SCOPE 1-1
1.4 ELEVATION DATUM 1-2
1.5 DEFINITIONS 1-2
1.6 ABBREVIATIONS 1-2
2.0 EXECUTIVE SUMMARY 2-1
2.1 FINDINGS 2-1
2.1.1 Historical and Projected Population 2-1
2.1.2 Historical and Projected Water Use 2-1
2.1.3 Existing Distribution System Facilities 2-2
2.1.4 Distribution System Evaluations and Principal Findings 2-2
2.2 RECOMMENDED CAPITAL IMPROVEMENTS AND
PROBABLE COSTS 2-4
2.2.1 Immediate (1997) Capital Improvements 2-4
2.2.2 1998-2000 Capital Improvements 2-5
2.2.2.1 Pumping Plants and Ground Reservoirs 2-5
2.2.2.2 Main Improvements 2-5
2.2.3 2000-2010 Capital Improvements 2-7
2.2.3.1 Pumping Plants 2-7
— 2.2.3.2 Main Improvements 2-7
TC -1
TABLE OF CONTENTS (Continued)
ae
2.2.4 2010-2020 Capital Improvements 2-9
2.2.4.1 Pumping Plants 2-9
2,2.4.2 Main Improvements 2-9
2.2.5 Summary of Recommended Improvements and Probable Costs 2-9
3.0 POPULATION 3-1
3.1 HISTORICAL 3-1
_ 3.2 FUTURE 3-1
4.0 WATER USE 4-1
4.1 HISTORICAL WATER USE 4-1
4.1.1 Treated Water Use 4-1
4.1.2 Metered Water Sales 4-2
4.1.3 Wholesale Metered Water Saks 4-3
4.1.4 Per Capita Water Use 4-4
4.1.5 Unaccounted-for Water 4-5
4.2 PROJECTED WATER USE 4-6
4.2.1 Projected Water Use - City of Corpus Christi 4-7
4.2.1.1 Municipal Water Use 4-7
4.2.1.2 Industrial Water Use 4-7
4.2.1.3 Unaccounted-for Water and Demand Peaking Factors 4-8
4.2.1.4 Summary of Projected Water Use - City of Corpus Christi 4-8
4.2.2 Projected Water Use - Wholesale Customers 4-9
4.2.3 Summary of Projected Total Water Use 4-10
TC -2
TABLE OF CONTENTS (Continued)
Page
5.0 EXISTING FACILITIES 5-1
5.1 WATER TREATMENT PLANT 5-1
5.2 WATER DISTRIBUTION SYSTEM 5-1
5.2.1 Pressure Zones 5-1
5.2.2 Pumping Plants and Ground Reservoirs 5-2
5.2.2.1 0. N. Stevens WTP High Service Pumps 5-2
5.2.2.2 Savage Lane Pumping Plant and Ground Storage Reservoir 5-3
5.2.2.3 Caldwell Street Pumping Plant and Ground Storage Reservoir 5-4
5.2.2.4 Holly Road Pumping Plant and Ground Storage Reservoirs . 5-5
5.2.2.5 Padre Island Pumping Plant and Ground Storage Reservoir . 5-6
5.2.2.6 Cunningham Pumping Plant 5-7
5.2.3 Storage Facilities 5-7
5.2.3.1 Ground Storage Reservoirs 5-7
5.2.3.2 Elevated Storage Tanks 5-8
5.2.4 Mains 5-9
6.0 WATER DISTRIBUTION SYSTEM ANALYSES 6-1
6.1 PURPOSE 6-1
6.2 WATER DEMAND ALLOCATION 6-1
6.3 COMPUTER ANALYSES 6-2
6.3.1 Calibration 6-2
6.3.2 Design Year 2000 6-3
6.3.2.1 Pressure Zone 2 6-3
6.3.2.2 Pressure Zone 1 6-4
6.3.3 Design Year 2020 6-7
6.3.3.1 Pressure Zone 2 6-7
6.3.3.2 Pressure Zone 1 6-8
TC -3
TABLE OF CONTENTS (Continued)
Page
7.0 RECOMMENDED CAPITAL IMPROVEMENTS AND
PROBABLE COSTS 7-1
7.1 IMMEDIATE (1997) CAPITAL IMPROVEMENTS 7-2
7.1.1 Holly Road Pumping Plant 7-2
7.1.2 Motor -Operated Butterfly Valves 7-2
7.2 1998-2000 CAPITAL IMPROVEMENTS 7-3
7.2.1 Oso Creek Pumping Plant 7-3
7.2.2 Padre Island Pumping Plant 7-4
7.2.3 Caldwell Street Pumping Plant 7-4
7.2.4 Savage Lane Pumping Plant 7-5
7.2.5 Main Improvements 7-5
7.2.5.1 Staging Options for Southside Transmission Main 7-7
7.2.5.2 Staging for Oso Creek Pumping Plant Discharge Mains 7-7
7.2,6 Other Miscellaneous Recommended Improvements 7-7
7.2.6.1 Holly Road Pumping Plant Flow Meter 7-7
7.2.6.2 Additional Pressure Monitoring Points 7-8
7.2.6.3 Elevated Tank Control Valves 7-8
7.3 2000-2010 CAPITAL IMPROVEMENTS 7-8
7.3.1 O. N. Stevens WTP - High Service Pump Building No. 2 7-9
7.3.2 Main Improvements 7-9
7.4 2010-2020 CAPITAL IMPROVEMENTS 7-10
7.4.1 O. N. Stevens WTP - High Service Pump Building No. 1 7-10
7.4.2 Oso Creek Pumping Plant 7-10
7.4.3 Main Improvements 7-10
TC -4
TABLE OF CONTENTS (Continued)
Page
7.5 WATER DISTRIBUTION SYSTEM MANAGEMENT PROGRAM 7-11
7.6 SUMMARY OF RECOMMENDED IMPROVEMENTS AND PROBABLE
COSTS 7-11
APPENDIX A - COST ESTIMATES
TC -5
TABLE OF CONTENTS (Continued)
LIST OF TABLES
Table fag&
2-1 Projected Water Use 2-2
2-2 Recommended 1998-2000 Main Improvements 2-6
2-3 Recommended 2000-2010 Main Improvements 2-8
_ 2-4 Recommended 2010-2020 Main Improvements 2-9
2-5 Summary of Recommended Improvements and Probable Costs 2-10
3-1 Historical Population - City of Corpus Christi 3-1
3-2 Projected Population - City of Corpus Christi 3-2
3-3 Historical and Projected Population By Area Development Plan (ADP) Area 3-3
— 3-4 Projected Population by Pressure Zone 3-4
4-1 Historical Treated Water Use 4-2
_ 4-2 Historical Metered Water Sales 4-3
4-3 Historical Metered Water Use By Wholesale Customers 4-4
4-4 Historical Municipal and Residential Per Capita Water Uses 4-5
4-5 Historical Unaccounted-for Water 4-6
4-6 Projected Industrial Water Use - City of Corpus Christi 4-8
— 4-7 Projected Water Use - City of Corpus Christi 4-9
4-8 Projected Water Use - Wholesale Customers 4-10
— 4-9 Projected Total Water Use 4-10
4-10 Projected Water Use By Pressure Zone 4-11
5-1 0. N. Stevens WTP High Service Pumps 5-3
5-2 Savage Lane Pumping Plant 5-4
5-3 Caldwell Street Pumping Plant 5-5
5-4 Holly Road Pumping Plant 5-6
5-5 Padre Island Pumping Plant 5-6
5-6 Cunningham Pumping Plant 5-7
5-7 Ground Storage Facilities 5-8
5-8 Elevated Storage Tanks 5-9
7-1 Recommended 1998-2000 Main Improvements 7-6
7-2 Recommended 2000-2010 Main Improvements 7-9
7-3 Recommended 2010-2020 Main Improvements 7-10
7-4 Summary of Recommended Improvements and Probable Costs 7-12
TC -6
TABLE OF CONTENTS (Continued)
LIST OF FIGURES
— Following
Fig re Page
3-1 Population Growth 3-2
3-2 Area Development Plan (ADP) Areas 3-2
—
4-1 Historical and Projected Treated Water Use 4-10
6-1 System Inputs for 2000 Maximum Day Analysis 6-3
— 6-2 System Inputs for 2000 Maximum Hour Analysis 6-3
6-3 System Inputs for 2020 Maximum Day Analysis 6-7
— 6-4 System Inputs for 2020 Maximum Hour Analysis 6-7
7-1 Recommended Distribution System Improvements 7-1
TC -7
1.0 Introduction
1.1 Comprehensive Plan
This "Water Distribution Master Plan" is an element of the City's Comprehensive
]. The Comprehensive Planning Process is mandated by the City Charter to ensure
coordination of all the City's land development regulations, policies, public facilities, and
the capital improvement program.
A major component of the Comprehensive Ma is the planning and management
_ of the City's water distribution system. The availability of water is the most important
public service which influences new development and consequently the need for new
associated public infrastructure services such as wastewater facilities and new public
safety services such a police/fire and zoning/building codes.
1.2 Purpose
The primary purpose of this report is to evaluate the adequacy of the Corpus
Christi water distribution system and to determine the improvements needed to meet
projected water demands through the year 2020. This report provides a staged master
_ plan, including priority schedules and estimates of probable costs, for recommended
distribution system improvements.
— 1.3 Scope
The planning period for this report is from the present through the year 2020.
Principal elements of this report include the following:
• Review historical population and water use trends.
• Summarize population projections for the Corpus Christi service area, based
on the latest demographic studies and population projections prepared by the
Corpus Christi Planning Department and the Texas Water Development
Board.
• Develop projections for water demands through the year 2020.
1-1
• Review and evaluate existing water distribution system components,
including pumping stations, storage facilities, and major transmission and
grid mains.
• Perform hydraulic analyses of the distribution system to determine its ability
to supply present and projected water demands through the year 2020.
• Develop a master plan for recommended distribution system improvements
through the year 2020. The master plan includes priority staging and
opinions of probable costs for all recommended improvements.
— 1.4 Elevation Datum
All elevations referred to in this report are based on United States Geological
— Survey (USGS) datum.
_ 1.5 Definitions
Key definitions used in this report are as follows:
Transmission mains - mains of large diameter used to transport water from
treatment facilities to distribution areas. For purpose of this report, transmission mains
—
are considered to include all mains 20 inches in diameter and larger.
— Grid mains - mains that serve as distribution supply mains. For purpose of this
report, grid mains are considered to all mains that are 12 inches and greater, but less
than 20 inches in diameter.
Distribution mains - mains connected to supply mains that provide fire protection
and domestic service. For purpose of this report, distribution mains are considered to
include all mains less than 12 inches in diameter.
1.6 Abbreviations
— Abbreviations used in this report are as follows:
AAD
ADP
Annual average day
Area Development Plan
1-2
ENR Engineering News Record
ft Feet
gal Gallons
gpcd Gallons per capita per day
gpm Gallons per minute
hp Horsepower
ICI Industrial -Commercial -Institutional
MD Maximum day
MH Maximum hour
mil gal Million gallons
mgd Million gallons per day
MWD Municipal Water District
NCWC&ID Nueces County Water Control & Improvement District
psi Pounds per square inch
STWA South Texas Water Authority
rpm Revolutions per minute
TNRCC Texas Natural Resources Conservation Commission
TWDB Texas Water Development Board
USGS United States Geological Survey
WTP Water Treatment Plant
1-3
2.0 Executive Summary
2.1 Findings
2.1.1 Historical and Projected Population
The population of Corpus Christi has increased between each decennial census
period going back to the early 1900's. Between 1980 and 1990, the population of the
City of Corpus Christi increased from 232,134 to 257,453, which is an increase of about
10.8 percent.
Based on projections prepared by the Corpus Christi Planning Department, the
projected populations for Corpus Christi are 301,694 for the year 2000; 334,037 for the
year 2010, and 365,815 for the year 2020. Most of the growth anticipated over the next
twenty-five years is expected to occur within the Southside Area Development Plan
(ADP). Significant population growth is also anticipated within the Northwest, Flour
Bluff, and Mustang -Padre ADP Areas.
2.1.2 Historical and Projected Water Use
During the past six years, residential customers have accounted for about 25
percent of total metered sales, commercial -institutional customers have accounted for
about 22 percent of total metered sales, industrial customers have accounted for about
44 percent of total metered sales, and wholesale customers have accounted for about 9
percent of total metered water sales. During this time, residential use averaged about 63
gallons per capita per day (gpcd) and municipal (residential plus commercial -institutional)
use averaged about 119 gpcd.
Maximum day demands have generally increased over the past 10 years. The
highest experienced maximum day use was 128.5 mgd in 1995. The trend in annual
average day demands has been less consistent over the past 10 years. The highest
experienced annual average day use was 87.5 mgd in 1989.
Projected treated water use (including wholesale customers) is summarized in Table
2-1. As shown in Table 2-1, the projected demands for the year 2020 are 107.0 mgd for
annual average day, 174.7 mgd for maximum day, and 214.1 mgd for maximum hour.
2-1
Table 2-1
Projected Water Use
City of Corpus Christi Wholesale Customers
Year A IZA MD MIL Aes.12 M12
mgd mgd mgd mgd mgd
2000 81.3 130.1 162.6 7.0 14.0
2005 85.5 136.8 171.0 7.4 14.8
2010 89.8 143.7 179.6 7.7 15.4
2015 94.1 150.6 188.2 8.1 16.2
2020 98.6 157.8 197.2 8.4 16.9
Mil
mgd
14.0
14.8
15.4
16.2
16.9
Total Water Use
LAD
mgd
88.3
92.9
97.5
102.2
107.0
MD
mgd
144.1
151.6
159.1
166.8
174.7
MH
mgd
176.6
185.8
195.0
204.4
214.1
2.1.3 Existing Distribution System Facilities
The rated treatment capacity of the 0. N. Stevens WTP is 196 mgd. The total
rated capacity of the high service pumps at the 0. N. Stevens WTP is 155.3 mgd.
In addition to the high service pumps at the 0. N. Stevens WTP, major pumping
and storage facilities are located at the Caldwell Street, Savage Lane, and Holly Road
Pumping Plants, which have total pumping capacities of 11.4 mgd, 19.4 mgd, and 49.0
mgd, respectively. Water supply to each of these pumping stations is conveyed from
the 0. N. Stevens WTP through water transmission mains. A separate 36 -inch, low-
pressure transmission main also provides supply to the Savage Lane Plant.
To maintain adequate pressures in southeast Corpus Christi, the distribution system
is divided into two primary pressure zones (Zones 1 and 2) and one secondary pressure
zone (Zone 3). During low demand periods (about September to April), Pressure Zones
1 and 2 are combined and are operated as a single pressure zone. During high demand
periods (about April to September) the zones are divided and are operated as separate
pressure zones. Pressure Zones 1 and 2 have the same static hydraulic gradient.
_ Pressure Zone 3 is a sub -zone served by booster pumping from Pressure Zone 1.
The total ground storage capacity (including 0. N. Stevens WTP clearwells) is
65.4 million gallons. Four elevated tanks provide a total capacity of 3.5 million gallons.
2.1.4 Distribution System Evaluations and Principal Findings
Hydraulic analyses were conducted to evaluate the capability of the distribution
system to meet current and projected water demands. Based on these analyses and other
evaluations, the following principal findings were noted:
2-2
• Transmission capacity from the 0. N. Stevens WTP is inadequate during peak
demand periods. This lack of capacity has two major effects: (1) the
distribution system is not capable of conveying adequate amounts of water
from the 0. N. Stevens WTP to Pressure Zone 2 and (2) high discharge
pressures at the 0. N. Stevens high service pumps, which can result in
damage to mains. This deficiency in transmission capacity will worsen in the
future, as additional pumpage is required from the 0. N. Stevens WTP to
meet increased demands within the service area. The primary need for
additional transmission capacity is between the 0. N. Stevens WTP and the
growing areas in southeast Corpus Christi.
• The firm capacity of the Holly Road Pumping Plant is inadequate to meet
existing peak demands in Pressure Zone 2. Substantial increases in pumping
capacity will also be needed to serve expected growth in Pressure Zone 2 over
the next 25 years. In conjunction with this additional pumping capacity, new
transmission mains will be required to convey water from the Pressure Zone
2 pumping facilities to serve anticipated growth in the Southside, Flour Bluff,
and Padre Island areas.
• The 10 million gallon ground reservoir at the Caldwell Street Pumping Plant
experiences significant leakage, is in poor structural condition, and is at the
end of its useful service life. The existing transmission capacity from the
Savage Lane Pumping Plant is sufficient to maintain adequate pressures in
downtown areas, without use of the Caldwell Street Pumping Plant.
Therefore, when the Caldwell Street Pumping Plant is abandoned, the capacity
of the Caldwell pumps should be "replaced" by installing additional pumps at
the Savage Lane Pumping Plant.
• Due to severe external corrosion, the existing 20 -inch main on Up River Road
and the 36 -inch low pressure transmission main that extends between the 0.N.
Stevens WTP and the Savage Lane Pumping Plant are both in very poor
structural condition and do not provide reliable service.
• Water service on Padre Island currently depends on a single transmission
main that extends across the Laguna Madre. If this main were to fail, water
2-3
service on the island could be maintained for only a short time period by
using water in the Padre Island Ground Storage Reservoir.
2.2 Recommended Capital Improvements and Probable Costs
The recommended distribution system improvements are shown on Figure 7-1.
These improvements are needed to eliminate existing deficiencies, provide additional
capacity to keep pace with projected growth, improve system reliability, and provide a
reliable base for commercial and industrial development. Staging for these recommended
improvements is divided into four periods: immediate (1997), 1998-2000, 2000-2010, and
2010-2020. The locations shown for new transmission mains are area -oriented for
purpose of hydraulic analysis and should be reviewed and modified, as appropriate,
during the design phase for these main improvements.
As shown on Figure 7-1, the recommended improvements have been numbered to
provide a tentative priority schedule and construction sequence. However, it should be
recognized that the actual construction sequence may be adjusted depending on local
considerations such as availability of easements and rights-of-way, street paving and
repair schedules, changing growth patterns, funding limitations, and other factors which
may accelerate or defer a given improvement.
Probable costs for budgeting purposes are provided for all recommended
improvements. Detailed cost estimates are included in Appendix A. All costs are based
on December 1996 prices and include allowances of 15 percent for construction
contingencies, 10 percent for engineering design, and 5 percent for inspection costs. The
effects of inflation should be considered when planning budget costs for these
recommended improvements.
2.2.1 Immediate (1997) Capital Improvements
The recommended immediate improvements include installation of one new 7,000
gpm pump at the Holly Road Pumping Plant (probable cost $140,000) and installation
of two remote-controlled butterfly valves along the boundary between Pressure Zone 1
_ and Pressure Zone 2 (probable cost $65,000). These relatively low-cost improvements
are not a substitute for the major transmission main and pumping improvements
recommended in this report, but should provide small increases in pumping capacity and
operational flexibility to help supply peak demands during the next 2-3 years. These
improvements will help minimize pressure problems and other deficiencies that may
occur until these other recommended improvements can be designed and constructed.
2-4
2.2.2 1998-2000 Capital Improvements
The recommended 1998-2000 capital improvements are needed to correct present
"- distribution system deficiencies, keep pace with growth, and improve system reliability.
Construction of major transmission main and pumping improvements during this period
is critical to provide satisfactory and reliable water service throughout the City. If the
major pumping and transmission improvements recommended during this period are not
constructed, many portions of the City are likely to experience pressure problems during
peak demand periods and the distribution system will not have adequate capacity to serve
significant commercial, industrial, and residential development that may occur over the
next few years. Design and construction of these improvements should begin
immediately. It is anticipated that it may take two to three years to complete design and
— construction for many of the recommended 1998-2000 improvements. At the latest, the
major transmission main and pumping improvements should be operational by June 2000.
2.2.2.1 Pumping Plants and Ground Reservoirs. Construction of the Oso Creek
Pumping Plant is recommended during the 1998-2000 period to provide additional
pumping capacity for Pressure Zone 2. This pumping plant is needed to correct current
pumping deficiencies and to serve expected growth in southeast Corpus Christi. The
plant will also improve system reliability by providing a second pumping facility for
Pressure Zone 2. The station should also include a 7.5 million ground storage reservoir
— to provide suction storage for the pumps. The probable cost for the Oso Creek Pumping
Plant is $5,620,000.
The Caldwell Street Pumping Plant should be abandoned due to high maintenance
costs associated with the existing 10 million gallon ground storage reservoir. To
compensate for the loss in pumping capacity, one additional pump should be installed at
the Savage Lane Pumping Plant (probable cost $135,000).
Improvements to the Padre Island Pumping Plant are recommended during the
_ 1998-2000 period to provide an additional source of emergency water supply for the
island. These improvements would also improve system reliability on the island until a
second transmission main is constructed across the Laguna Madre. The recommended
improvements include a 400,000 gallon ground storage reservoir and replacement of two
existing pumps with large pumping units (probable cost $500,000).
2.2.2.2 Main Improvements. The recommended main improvements for the 1998-
_ 2000 period are shown on Figure 7-1 and are summarized in Table 2-2.
_ 2-5
Table 2-2
Recommended 1998-2000 Main Improvements
Item & Estimate
Number Description/Location Probable Cost
$
6 60 -inch Southside transmission main, from O. N.
Stevens WTP to existing 48 -inch main at Clarkwood
Road - 42,500 feet. 11,110,000
7 54 -inch Southside transmission main, from existing 48 -
inch main at Clarkwood Road to south of the
intersection of State Highway 286 and Saratoga
Boulevard - 45,000 feet. 10,250,000
8 48 -inch Southside transmission main on State Highway
286 and FM 2444, from south of the intersection of
State Highway 286 and Saratoga Boulevard to the
proposed Oso Creek Pumping Plant - 35,000 feet. 6,320,000
9 42 -inch main on S. Staples Street (FM 2444), from
proposed Oso Creek Pumping Plant to Yorktown
Boulevard - 9,000 feet. 1,530,000
10 42 -inch main on Yorktown Boulevard, from S. Staples
Street to Rodd Field Road -10,600 feet. 1,810,000
11 30 -inch main on Rodd Field Road, from Yorktown
Boulevard to existing 30 -inch main on Holly Road -
13,100 feet. 1,600,000
12 36 -inch main on State Highway 286, from existing 42 -
inch main on Holly Road to proposed 54 -inch Southside
transmission main south of the intersection of State
Highway 286 and Saratoga Boulevard - 7,000 feet. 950,000
13 24 -inch main on Up River Road, between 48 -inch main
near Cunningham WTP and southern Minerals Road,
and between Lantana and Nueces Bay Boulevard -
61,000 feet. 6,170,000
14 12 -inch main on Palm Drive, from existing 30 -inch
main on Up River Road to existing 10 -inch main on
Lipan Street - 800 feet. 45,000
15 16 -inch main on Cantwell Avenue (parallel to existing 8 -
inch main), from south of Corpus Christi -Port Aransas
Waterway to existing 16 -inch main north of American
Chrome & Chemical Company water meter - 1,800 feet. 120,000
16 16 -inch main on Ennis Joslin Road, from SPID to
Shoreline Drive - 12,500 feet. 860,000
17 24 -inch main on Callicoate, from Leopard Street to Up
River Road - 2,000 feet. 280.000
TOTAL COST (1998-2000) $41,045,000
— 2-6
The major main improvements recommended for the 1998-2000 period include the
following:
• The 60/54/48 -inch Southside transmission main (Item Nos. 6-8), which
extends from the 0. N. Stevens WTP to the proposed Oso Creek Pumping
Plant, and a 42/30 -inch transmission main (Item Nos. 9-11), which extends
from the proposed Oso Creek Pumping Plant to the heart of the Pressure Zone
2 distribution system. These transmission mains are needed to convey water
from the 0. N. Stevens WTP to the growing areas in southeast Corpus Christi
and on Padre Island. Rapid construction of these transmission mains is
critical to provide satisfactory water service in both Pressure Zones 1 and 2.
• A 24 -inch transmission main on Up River Road (Item No. 13) to replace the
existing 20 -inch main between the Cunningham WTP and Nueces Bay
Boulevard. This main will replace the existing main which is in very poor
structural condition and has experienced numerous breaks. This main will
also provide additional capacity to serve potential industrial growth within this
area.
_ 2.2.3 2000-2010 Capital Improvements
The 2000-2010 capital improvements provide additional capacity to keep pace with
projected growth and should be constructed between 2000 and 2010.
2.2.3.1 Pumping Plants. An additional 17,000 gpm pump should be installed during
the 2000-2010 period in the available space in the 0. N. Stevens High Service Pump
Building No. 2 (probable cost $580,000).
2.2.3.2 Main Improvements. The recommended main improvements for the 2000-
2010 period are shown on Figure 7-1 and are summarized in Table 2-3.
2-7
Item & Estimate
Number
22
23
24
Table 2-3
Recommended 2000-2010 Main Improvements
Description/Location
Probable Cost
$
36 -inch main on Yorktown Boulevard, from Rodd Field
Road to Flour Bluff Drive - 15,800 feet. 2,350,000
30 -inch main on Yorktown Boulevard, from
Flour Bluff Drive to Laguna Shores Road - 9,700 feet. 1,190,000
30 -inch main across Laguna Madre, from Laguna
Shores Road to existing 16 -inch main on Aquarius -
20,500 feet.
25 16 -inch main along railroad right-of-way, from existing
16 -inch main at intersection of Poth Lane and Lawrence
Drive West to existing 16 -inch main at intersection of
Nueces Bay Boulevard and West Broadway - 4,400 feet.
4,000,000
290,000
26 12 -inch main on Caribbean Drive, from Flour Bluff
Drive to Roscher - 5,300 feet. 270,000
27 20 -inch main on Callallett Drive, Teague Lane, Wildcat
Drive, and FM 624, from Cunningham WTP to
intersection of FM 624 at County Road 69 (Hazel
Bazemore Road) - 12,600 feet.
28 20 -inch main on FM 624, from County Road 69 (Hazel
Bazemore Road) to County Road 77 - 20,800 feet.
TOTAL COST (2000-2010)
1,050,000
1.720.000
$10,870,000
The major main improvements recommended for the 2000-2010 period include the
following:
• 36 -inch and 30 -inch transmission mains (Item Nos. 22 and 23) to provide
additional capacity to serve projected growth in the south parts of Pressure
Zone 2, including Padre Island.
• A 30 -inch transmission main across the Laguna Madre (Item No. 24), which
will increase hydraulic capacity to serve projected growth on Padre Island.
This main will also improve system reliability by providing a second major
transmission main to supply Padre Island.
2-8
2.2.4 2010-2020 Capital Improvements
The 2010-2020 capital improvements should be constructed between 2010 and 2020
to keep pace with projected growth.
2.2.4.1 Pumping Plants. An additional 11,000 gpm pump should be installed during
the 2010-2020 period in the available space in the O. N. Stevens High Service Pump
Building No. 1 (probable cost $380,000). This pump is needed to serve projected growth
during this time period.
Additional pumping capacity will be needed for Pressure Zone 2 during the 2010-
- 2020 period. To provide this capacity, the two 5 mgd pumps at the Oso Creek Pumping
Plant should be replaced with 10 mgd pumps (probable cost $280,000).
2.2.4.2 Main Improvements. The recommended main improvements for the 2010-
2020 period are shown on Figure 7-1 and are summarized in Table 2-4.
Item & Estimate
umber
Table 2-4
Recommended 2010-2020 Main Improvements
Description/Location
31 12 -inch main on Park Road 22, from existing 12 -inch
main on Whitecap to existing 10 -inch main north of
Merida Drive - 2,200 feet. (Estimate No. 17)
32 24 -inch main (parallel to existing 12 -inch main), from
existing 16 -inch main on Aquarius to South Padre Island
Drive (Park Road 22) - 5,000 feet.
Probable Cost
110,000
500.000
TOTAL COST (2010-2020) $610,000
2.2.5 Summary of Recommended Improvements and Probable Costs
Table 2-5 provides a summary of probable costs for the recommended distribution
system improvements.
2-9
Table 2-5
Summary of Recommended Improvements and Probable Costs
Time
Period
Improvement Description
Probable
Cost
$
1997
Remote -Operated Butterfly Valves
65,000
Holly Road Pumping Plant (Additional Pump)
140,000
GRAND TOTAL FOR 1997 IMPROVEMENTS
205,000
1998-2000
Oso Creek Pumping Plant
5,620,000
Savage Lane Pumping Plant (Additional Pump)
135,000
Padre Island Pumping Plant (Additional Storage and
Pumping Capacity)
500,000
Main Improvementst"
41,045,000
Other Miscellaneous Improvementstn
500,000
GRAND TOTAL FOR 1998-2000 IMPROVEMENTS
$47,800,000
2000-2010
O. N. Stevens WTP High Service Pump Building No. 2
(Additional Pump)
580,000
Main Improvements(')
10,870,000
GRAND TOTAL FOR 2000-2010 IMPROVEMENTS
$11,450,000
2010-2020
O. N. Stevens WTP High Service Pump Building No. 1
(Additional Pump)
380,000
Oso Creek Pumping Plant (Install 2 Larger Pumps)
280,000
Main Improvementsm
610,000
GRAND TOTAL FOR 2010-2020 IMPROVEMENTS
$1,270,000
of See Table 2-2 for itemized main improvements for 1998-2000 period.
m See Section 7.2.6 for itemized list of miscellaneous improvements.
rn See Table 2-3 for itemized main improvements for 2000-2010 period.
en See Table 2-4 for itemized main improvements for 2010-2020 period.
2-10
3.0 Population
3.1 Historical
While growth rates have fluctuated from year to year and decade to decade, the
population of Corpus Christi has increased between each decennial census interval going
back to the early 1900's. The population of Corpus Christi increased by about 25,000
people (10.8 percent) between 1980 and 1990, which is slightly lower than the growth
rate that was experienced during the 1970's. The estimated 1995 population for Corpus
Christi is 283,122. United States Census population data for the City of Corpus Christi
are shown in Table 3-1.
Table 3-1
Historical Population - City of Corpus Christi
Year Population
1940 57,301
1950 108,287
1960 167,690
1970 204,525
1980 232,134
1990 257,453
1995 283,122"
(0 City Planning Department estimate for Corpus Christi ETJ.
3.2 Future
The Texas Water Development Board (TWDB) has developed a series of
population projections for the City of Corpus Christi. These projections were based on
three different migration rate scenarios, which are referred to in this report as low,
medium, and high growth rate projections. The Corpus Christi Planning and
Development Department has also developed population projections for the City of
Corpus Christi.
3-1
The population projections prepared by the Corpus Christi Planning Department
and the TWDB are summarized in Table 3-2. As shown in Table 3-2, the Planning
Department projections are generally very close to the TWDB "Medium Growth"
projections.
Table 3-2
Projected Population - City of Corpus Christi
City Planning
Texas Water Development Board Projections Dept. Projections
Low Moderate High
Year Growth Growth Growth
2000 292,889 294,408 296,339 301,694
2005 308,888«) 311,736') 315,960(1) 317,865
2010 324,887 329,064 335,580 334,037
2015 336,410(2) 343,503(2) 357,690(2) 349,926
2020 347,932 357,942 379,799 365,815
')Based on interpolation between TWDB projections for years 2000 and 2010.
(2)Based on interpolation between TWDB projections for years 2010 and 2020.
The City Planning Department projections were used for this study to estimate
future water requirements through the year 2020. Based on these projections, the
population of Corpus Christi will increase to about 366,000 by the year 2020. The
historical and projected populations used for this study are shown on Figure 3-1.
For planning water system facilities, the distribution of population throughout the
service area is as important as the total population. The Planning Department has
divided the City into eleven Area Development Plan (ADP) areas, which are shown on
Figure 3-2. The Planning Department has also prepared population projections for each
census tract within the City of Corpus Christi. The census tract projections were
aggregated to determine projected population growth within each ADP area. A summary
of past and projected populations by ADP area is provided in Table 3-3.
3-2
400,000
350,000
300,000
c 250,000
O
O
a
no. 200,000
150,000
100,000
50,000
BLACK &VEATCH
Historical Projected
Population Population
L
/
r r
1
1-
0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
1940 1950 1960 1970 1980 1990 2000 2010 2000
Year
CORPUS CHRISTI, TEXAS
POPULATION GROWTH
Figure 3-1
Z382.10Dl AD12/8/96
Table 3-3
Historical and Projected Populations by Area Development Plan (ADP) Area
- ADP Area 1980 1995 2000 2.QU 2Q.1.Q 2015 2020
North Central 1,033 311 207 207 207 207 207
South Central 8,312 5,716 4,817 4,480 4,142 3,805 3,872
Southeast 85,884 93,409 96,353 96,711 97,068 96,891 96,715
Southside 42,918 71,313 82,702 92,157 101,610 108,647 115,684
Westside 62,595 53,126 51,431 49,819 48,207 46,721 45,236
Port -Airport -Violet 4,522 5,707 6,168 6,738 7,308 8,027 8,746
Northwest 12,535 24,779 27,507 30,474 33,441 36,590 39,739
Flour Bluff 15,521 20,584 22,531 24,479 26,427 28,374 30,322
Mustang -Padre 667 3,890 4,811 6,469 8,058 10,716 13,374
Bluntzer 0 3,595 4,015 4,570 5,126 5,865 6,604
London 0 692 977 1,660 2,345 3,986 5,627
As shown in Table 3-3, the Southside ADP Area experienced the greatest
population growth between 1980 and 1995. The Northwest, Flour Bluff, Mustang -Padre,
and Southeast ADP Areas also experienced significant growth between 1980 and 1995.
The other ADP areas experienced decreases or small increases in population between
_ 1980 and 1995.
The Southside ADP Area is expected to experience the greatest population growth
through the year 2020, thereby continuing the trend of recent years. About one-half of
the total projected growth in Corpus Christi over the next twenty-five years is expected
to occur within the Southside ADP. Significant population growth is also anticipated
- within the Northwest, Flour Bluff, and Mustang -Padre ADP Areas, with lesser amounts
of growth projected within the Port -Airport -Violet, Southeast, Bluntzer, and London
ADP Areas. The populations of the remaining ADP areas are expected to decrease or
remain relatively stable through the year 2020.
3-3
The population projections by ADP area were aggregated to determine the
population growth within the two primary distribution system pressure zones. A
summary of the projected populations by pressure zone is provided in Table 3-4. As
shown in Table 3-4, nearly 80 percent of the population growth over the next 25 years
is expected to occur within Pressure Zone 2, with only about 20 percent of the growth
expected within Pressure Zone 1.
Table 3-4
Projected Population by Pressure Zone
,Pressure Zone No. 1995 2000 2010 2020
Pressure Zone 1(1) 169,356 171,968 178,503 186,954
Pressure Zone 2 113366 129.726 155.534 178,503
TOTAL 283,122 301,694 334,037 365,815
(1) Includes population for Pressure Zone 3, which is a sub -zone of
Pressure Zone 1.
Wisp
3-4
4.0 Water Use
A water distribution system must be able to supply water at rates which fluctuate
over a wide range during different times of year and hours of the day. The rates most
important to the design and operation of a water distribution system are annual average
day (AAP), maximum day (MD), and maximum hour (MH).
Annual average day demand is equal to the total annual volume of water delivered
to the distribution system divided by the number of days in the year. This demand rate
— is used as a basis for projecting maximum day and maximum hour rates, and for
estimating annual revenues and operating costs. The annual average day demand is also
used to determine annual withdrawals from water supply sources.
Maximum day demand is the largest quantity of water used (consumed) on any day
of the year. The maximum day demand is typically used to size water treatment facilities
— and to determine distribution system capability without system storage. Maximum day
demands are typically supplied by pumpage from water treatment facilities.
Maximum hour demand is the highest rate of water use during any one hour of the
year. Even though it extends over a short period of time, this rate often imposes the
most severe hydraulic condition on the distribution system. Maximum hour demands are
— typically supplied by a combination of pumpage from treatment and ground storage
facilities and by gravity flow from elevated storage tanks.
4.1 Historical Water Use
4.1.1 Treated Water Use
Treatment plant records provided by the City were used to determine historical
water use. Historical annual average day and maximum day water uses and the
corresponding demand ratios are shown in Table 4-1. Data is not available to determine
historical maximum hour use. Based on information developed for the "1982 Water
Distribution Master Plan", the MH/AAD ratios during the late 1970's ranged from about
1.6 to 1.9.
4-1
Table 4-1
Historical Treated Water Use
Average Maximum MD/AAD
Year Annual Day Day Ratio
mgd mgd
1983 71.21 111.6 1.57
1984 68.21 106.9 1.57
1985 66.47 99.6 1.50
1986 104.2
1987 71.84 108.8 1.52
1988 80.09 112.2 1.40
1989 87.54 116.4 1.33
1990 84.30 112.5 1.33
1991 78.57 108.8 1.38
1992 79.53 116.8 1.47
1993 75.55 108.8 1.44
1994 69.23 122.6 1.77
1995 74.49 128.5 1.72
As shown in Table 4-1, average annual day demands have varied significantly over
the past 13 years. The highest average annual day demand was 87.5 mgd in 1989. The
highest maximum day demand was 128.5 mgd in 1995. The MD/AAD demand ratio has
averaged 1.50 over the past 13 years, which is somewhat less than that experienced in
other Texas cities. This is primarily due to the large number of industrial customers in
Corpus Christi who tend to use water at a relatively constant rate. The MD/AAD
demand ratio during the past two years has been slightly larger than in previous years.
4.1.2 Metered Water Sales
For this study, residential water use includes water used by domestic customers in
houses, apartments, and other multi -unit dwellings and includes Corpus Christi's
- residential billing classification. Commercial -Institutional (CI) use includes water used
by businesses, schools, hospitals, and similar establishments. CI use includes customers
in Corpus Christi's commercial and government billing classifications. Industrial use
4-2
includes a small number of large water users, such as refineries and petrochemical
companies, and includes Corpus Christi's industrial billing classification. Wholesale
water use includes water sold to four other water purveyors for resale to their customers
located outside the Corpus Christi service area. Metered water sales data for the past
five years are summarized in Table 4-2.
Table 4-2
Historical Metered Water Sales
Inside City Metered Sales Wholesale Total
Year Residential Comm. -Inst. Industrial Total Metered Sales Metered Sa es
mgd mgd mgd mgd mgd mgd
1990 18.71 16.01 27.13 61.85 6.21 68.06
- 1991 16.23 14.92 28.88 60.03 5.73 65.76
1992 16.19 14.61 29.55 60.35 5.81 66.16
1993 16.78 15.35 32.95 65.08 6.07 71.15
1994 17.26 15.12 31.07 63.45 6.24 69.69
1995 17.01 14.86 30.00 61.87 5.72 67.59
During the past six years, residential customers have accounted for about 25
percent of the total metered sales, commercial -institutional customers have accounted for
about 22 percent of the total metered sales, industrial customers have accounted for about
44 percent of the total metered sales, and wholesale customers have accounted for about
9 percent of the total metered sales.
4.1.3 Wholesale Metered Water Sales
The four wholesale water customers include the South Texas Water Authority
(STWA), San Patricio Municipal Water District (MWD), Nueces County Water Control
and Improvement District Number 4 (NCWC&ID No. 4), and the Violet Water Supply
Corporation (WSC). Billing records provided by the City were used to determine past
water use for each wholesale water customer. The historical average annual day and
4-3
maximum month metered water uses for each wholesale customer are summarized in
Table 4-3.
Table 4-3
Historical Metered Water Use By Wholesale Customers
STWA San Patricia MWD NCWC A. ID No. 4 Violet WSC
ea A D Max.Month Ma Max.Month Aa MNax.Month MQ Max.Month
mgd mgd mgd mgd mgd mgd mgd mgd
1990 1.25 2.50 4.25 5.24 0.71 1.05
- 1991 1.10 1.71 3.93 5.38 0.70 1.00
1992 1.01 2.02 4.00 5.79 0.82 1.00
1993 1.38 3.36 3.96 5.78 0.73 1.27
- 1994 1.68 3.47 3.59 5.10 0.84 1.16
1995 1.11 2.31 3.59 4.67 1.01 1.49
0.10
0.11
0.14
0.14
4.1.4 Per Capita Water Use
Residential per capita water use is equal to the amount of residential metered water
sales divided by the Corpus Christi service population. For this study, municipal per
capita water use is defined as the total amount of water used during a year by residential
- and commercial -institutional customers divided by the Corpus Christi service population.
Municipal water use is generally considered population -dependent and will typically
increase over the long term as the service population increases. Municipal water use
excludes industrial water use, which is not generally considered as being population -
dependent and which is more closely related to the water usage of a few large industrial
customers, Municipal and residential per capita water uses for the past six years are
summarized in Table 4-4.
4-4
Table 4-4
Historical Municipal and Residential Per Capita Water Uses
Municipal Water Use
Estimated Municipal Municipal
ea Population, Metered Sales (1) Per Capital
mgd gpcd
1990 262,755 34.72
1991 265,627 31.15
1992 268,398 30.80
1993 272,373 32.13
1994 276,874 32.38
1995 279,868 31.87
132
117
115
118
117
114
Residential Water Use
Residential
Metered Sales
mgd
18.71
16.23
16.19
16.78
17.26
17.01
(1) Includes residential and commercial -institutional metered sales.
Residential
Per Capita
gpcd
71
61
60
62
62
61
As shown in Table 4-4, municipal per capita water use during the past six years
ranged from 114 gpcd to 132 gpcd, with an average of about 119 gpcd. Residential per
capita water use during this time period ranged from 60 gpcd to 71 gpcd, with an
average of about 63 gpcd.
4.1.5 Unaccounted-for Water
Unaccounted-for water is the difference between the amount of water pumped to
the distribution system and the total amount of metered water sales. Unaccounted-for
water typically results from distribution system leakage, under -registration of customer
water meters, unauthorized connections, and unmetered municipal uses such as hydrant
flushing, fire flows, and street cleaning. The amounts of unaccounted-for water for the
past six years are summarized in Table 4-5.
4-5
Table 4-5
Historical Unaccounted-for Water
Fiscal Total Metered Total Pumpage- Unaccounted
Year Water Sales Treated Water For Water
mgd mgd %
1990 68.06 84.30 19.3
1991 65.76 78.57 16.3
1992 66.16 79.53 16.8
1993 71.15 75.55 5.8
1994 69.69 69.23 (0.9)
1995 67.86 74.49 8.9
As shown in Table 4-5, unaccounted-for water has varied from about -1 percent
to 19 percent of total distribution system pumpage during the past seven years. This
large variation in unaccounted-for water is probably attributable to inaccuracies in
metering high service pumpage and or/ to comparing different time periods (such as 52
weeks of pumpage against 54 weeks of metered water sales.)
According to the American Water Works Association, unaccounted-for water use
in excess of 15 percent is generally cause for concern. Over the past three years,
unaccounted-for water use has averaged about 5 percent, which is a significant decrease
from previous years and is low compared to most municipal water systems. This
indicates that the City has a good program to minimize the factors that contribute to
unaccounted-for water.
4.2 Projected Water Use
Water use in any city varies from year to year. Weather conditions, including the
amount and distribution of rainfall, are often a major cause of these year-to-year water
use variations. Water use typically increases during extended dry periods, primarily due
to increases in lawn watering and other irrigation activities. The water use projections
presented in the section are "design" projections for planning purposes and represent
estimates of future water use during high demand years. These projections provide the
basis for the distribution system hydraulic analyses discussed later in this report. It
4-6
should be recognized that water use during normal years may be less than the "design"
projections presented in this report.
This section provides projections of treated water use, which includes all water
pumped to the distribution system. Because Corpus Christi supplies treated water to four
wholesale customers through its distribution system, the demands for the City of Corpus
Christi and the four wholesale customers must be projected separately to determine total
water use.
4.2.1 Projected Water Use - City of Corpus Christi
In Corpus Christi, the large amount of industrial water use is a very important
factor in projecting total water use. Industrial use is typically not dependent on the
service population and is thus projected separately from other municipal uses.
4.2.1.1 Municipal Water Use. As previously discussed, municipal water use includes
residential, commercial, and institutional water uses. Municipal water use projections
for this report were based on an average per capita use of 125 gpcd.
4.2.1.2 Industrial Water Use. As part of the 1996 Consensus Texas Water Plan, the
— TWDB has developed a series of industrial water use projections for each county in
Texas. These projections include the combined raw and treated water use for industrial
customers within Nueces County. TWDB projections are not available for just the
industrial customers served by the City of Corpus Christi.
Based on the TWDB projections considered as the "Most Likely" to occur,
industrial water use in Nueces County is expected to increase from about 35,000 acre-feet
per year in 1990 to about 46,200 acre-feet per year in 2000, 50,300 acre-feet per year
in 2010, and 55,700 acre-feet per year in 2020. These projections represent cumulative
increases (above 1990 use) of 31 percent by 2000, 44 percent by 2010, and 59 percent
by 2020.
The TWDB projections were used as the basis for the industrial water use
projections for this study. It was assumed that industrial water use for Corpus Christi
will increase by the same percentages as projected by the TWDB for Nueces County.
Projected industrial water use for Corpus Christi is summarized in Table 4-6.
4-7
Table 4-6
Projected Industrial Water Use - City of Corpus Christi
Industrial Cumulative(')
Year Water Use Percent Increase
mgd %
1990 27.1(2)
31.0
2000 35.5
37.5
2005 37.3
44.0
2010 39.0
51.5
2015 41.0
59.0
2020 43.1
01Based on percent increase for Nueces County from 1996 Consensus
Texas Water Plan.
Metered industrial water use (treated water) for Corpus Christi in 1990.
4.2.1.3 Unaccounted-for Water and Demand Peaking Factors. All demand
projections were based on unaccounted-for water amounting to 10 percent of total
pumpage. The peaking ratios used to project maximum day and maximum hour demands
were 1.6 for MD/AAD and 2.0 for MH/AAD.
4.2.1.4 Summary of Projected Water use - City of Corpus Christi. Projected
water uses for the City of Corpus Christi (excluding wholesale customers) are
summarized in Table 4-7. As shown in Table 4-7, the projected uses by the year 2000
are 81.3 mgd for annual average day, 130.1 mgd for maximum day, and 162.6 mgd for
maximum hour. By the year 2020, the projected uses are 98.6 mgd for annual average
day, 157.8 mgd for maximum day, and 197.2 mgd for maximum hour.
4-8
Table 4-7
Projected Water Use - City of Corpus Christi
Annual Average Maximum Maximum
Year Day (AAD) Day (MD1 Hour (MH)
mgd mgd mgd
2000 81.3 130.1 162.6
2005 85.5 136.8 171.0
2010 89.8 143.7 179.6
2015 94.1 150.6 188.2
2020 98.6 157.8 197.2
Example Calculation (Year 2010):
Design Population = 334,037
AAD (Municipal Use) = 334,037 x 125 gpcd = 41.8 mgd
AAD (Industrial Use) = 39.0 mgd (See Table 4-6)
AAD (Total) = (41.8 mgd + 39.0 mgd)/0.9 = 89.8 mgd
MD = 89.8 mgd x 1.6 = 143.7 mgd
MH = 89.8 mgd x 2.0 = 179.6 mgd
4.2.2 Projected Water Use - Wholesale Customers
Future water demands for wholesale customers are difficult to project, since they
are related to growth factors outside the Corpus Christi service area. As previously
discussed, historical water use by these customers has been fairly constant over the past
six years. For purposes of this report, it was assumed that average annual day water use
for the three large wholesale customers will increase by about 1 percent per year through
the year 2020. Maximum day demand projections were based on extrapolation of
historical maximum month/average annual day demand ratios for each wholesale
customer. The demand projections for the four wholesale water customers are
summarized in Table 4-8.
4-9
Table 4-8
Projected Water Use - Wholesale Customers
STWA San Petricio MWD NCWC & ID No. 4 Violet WSC Total
iat AAP MP AAP M.2AAP h AAP IQ AAP lQ
mgd mgd mgd mgd mgd mgd mgd mgd mgd mgd
2000 1.7 4.4 4.2 7.6 1.0 1.8 0.1 0.2 7.0 14.0
2005 1.8 4.7 4.4 7.9 1.1 2.0 0.1 0.2 7.4 14.8
2010 1.9 4.9 4.6 8.3 1.1 2.0 0.1 0.2 7.7 15.4
2015 2.0 5.2 4.8 8.6 1.2 2.2 0.1 0.2 8.1 16.2
2020 2.1 5.5 5.0 9.0 1.2 2.2 0.1 0.2 8.4 16.9
4.2.3 Summary of Projected Total Water Use
The projections of total water use for the Corpus Christi water distribution system
are summarized in Table 4-9. These projections will provide the basis for the
distribution system hydraulic analyses discussed later in this report. Historical and
projected water uses are shown on Figure 4-1.
Table 4-9
Projected Total Water Use
City of Corpus Christi Wholesale Customers Total Treated Water Use
ear. AD SD MH AAD MP MH Ma M41
mgd mgd mgd mgd mgd mgd mgd mgd mgd
2000 81.3 130.1 162.6 7.0 14.0 14.0 88.3 144.1 176.6
2005 85.5 136.8 171.0 7.4 14.8 14.8 92.9 151.6 185.8
2010 89.8 143.7 179.6 7.7 15.4 15.4 97.5 159.1 195.0
2015 94.1 150.6 188.2 8.1 16.2 16.2 102.2 166.8 204.4
2020 98.6 157.8 197.2 8.4 16.9 16.9 107.0 174.7 214.1
As shown in Table 4-9, the total projected water use for year 2000 is 88.3 mgd for
annual average day, 144.1 mgd for maximum day and 176.6 mgd for maximum hour.
By the year 2020, the total projected water use is 107.0 mgd for annual average day,
174.7 mgd for maximum day, and 214.1 mgd for maximum hour.
4-10
\
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FIGURE 4-1
The distribution of water demand throughout the service area is important in the
planning of water system facilities. For Corpus Christi, it is important to project the
— amount of water use within the two major distribution system pressure zones. Therefore,
the water use projections shown in Table 4-9 were broken down by pressure zone, based
on the population projections shown in Table 3-4 and the anticipated locations for
commercial and industrial growth. The projected water demands for Pressure Zones 1
and 2 are summarized in Table 4-10.
Table 4-10
Projected Water Use by Pressure Zone
Pressure Zone 1(0
Pressure Zone 2 Total Water Use
AAD MD m M MH an MD MSI
— ear mgd mgd mgd mgd mgd mgd mgd mgd mgd
2000 68.0 102.1 122.8 20.3 42.0 53.8 88.3 144.1 176.6
— 2010 73.8 109.7 131.6 23.7 49.4 63.4 97.5 159.1 195.0
2020 80.2 118.7 142.2 26.8 56.0 71.9 107.0 174.7 214.1
(1) Includes projected water use for Pressure Zone 3, which is a sub -zone of Pressure Zone 1.
4-11
5.0 Existing Facilities
5.1 Water Treatment Plant
Raw water is treated at the O.N. Stevens Water Treatment Plant (WTP) and is then
stored in two clearwell reservoirs prior to being pumped to the water distribution system.
The O. N. Stevens WTP was originally constructed in 1956 and has been expanded
several times to its current rated treatment capacity of 196 mgd. Evaluation of the
existing WTP and clearwell storage reservoirs is beyond the scope of this report.
5.2 Water Distribution System
5.2.1 Pressure Zones
The Corpus Christi water distribution system is unique in how it is divided into
pressure zones. Valves have been closed on several distribution mains to separate the
distribution system into two primary pressure zones and one secondary pressure zone.
The area generally south and east of Everhart Road is located within Pressure Zone 2.
The remaining portion of the service area is located within Pressure Zone 1. As
discussed later, Pressure Zone 3 is a secondary zone which includes the northwest part
of Pressure Zone 1.
Pressure Zones 1 and 2 both have the same static hydraulic gradient. The Morgan
Street and Gollihar Road Elevated Tanks establish the static hydraulic gradient for
Pressure Zone 1. The Alameda Street and Flour Bluff Elevated Tanks establish the static
hydraulic gradient for Pressure Zone 2. Each elevated tank has an overflow elevation
of about 159.
Water is pumped directly into Pressure Zone 1 from high service pumps at the O.
N. Stevens WTP. The Caldwell Street and Savage Lane Pumping Plants also discharge
into Pressure Zone 1 using a dump-repump operation (water is blead into ground
reservoirs during off-peak periods and is then repumped to the distribution system during
peak demand periods).
Water is pumped into Pressure Zone 2 from the Holly Road Pumping Plant. Water
supply for Pressure Zone 2 is transferred through Pressure Zone 1 distribution mains to
the Holly Road Ground Reservoirs. Because the two pressure zones are completely
isolated, the Holly Road Reservoirs are supplied from Pressure Zone 1 at the same time
that the Holly Road pumps are operating to supply Pressure Zone 2.
5-1
During high demand periods (from about April to September), the distribution
system is divided into the two pressure zones, and is operated as described above.
During low demand periods (from about October to March), a 36 inch valve near the
Holly Road Pumping Plant is opened to allow flow between both pressure zones. Thus,
during these low demand periods, the distribution system consists of a single pressure
zone. During low demand periods, the Holly Road Pumping Plant is operated using a
dump-repump method, similar to the Savage Lane and Caldwell Street Pumping Plants.
Pressure Zone 3 is a sub -zone of Pressure Zone 1 and includes the extreme
northwest part of the Corpus Christi service area. This pressure zone is "activated" only
during low demand periods, when discharge pressures at the O. N. Stevens WTP high
service pumps are not high enough to maintain desired residual pressures in northwest
parts of Corpus Christi. Pressure Zone 3 is served by in-line booster pumps located at
the Cunningham Plant. Detailed evaluations of Pressure Zone 3 are contained in the
"1991 Northwest Area Water Distribution System Master Plan" and are beyond the scope
of this report.
5.2.2 Pumping Plants and Ground Reservoirs
Five primary pumping plants provide high service pumpage to the Corpus Christi
water distribution system. Each pumping plant is located adjacent to one or more ground
reservoirs, which provide a source of supply for the high service pumps.
5.2.2.1 0. N. Stevens WTP High Service Pumps. Treated water is stored at the
O. N. Stevens WTP in two clearwell storage reservoirs. One clearwell has a capacity
of 4 million gallons and the other clearwell has a capacity of 10 million gallons.
There are two sets of vertical turbine pumps which take suction from the WTP
clearwells and discharge to Pressure Zone 1. Seven pumps (Nos.1-7) are located in High
Service Pump Building No. 1 and three pumps (Nos. 8-10 are located in High Service
Pump Building No.2. There is space available for one additional pump in each of the
two pump buildings.
Manufacturer's name plate data on the existing high service pumping units at the
O. N. Stevens WTP are summarized in Table 5-1. The installed rated capacity of the
O. N. Stevens high service pumps is 155.3 mgd and the firm rated capacity (with the
largest pump out of service) is 130.8 mgd.
5-2
Pump
No.
Table 5-1
0. N. Stevens WTP High Service Pumps
Manufacturer
Rated
Rated Capacity _Head Pump Motor
gpm mgd feet hp rpm
1 Byron Jackson 11,000 15.8 230 700 1,185
2 Byron Jackson 7,000 10.0 230 500 1,185
3 Byron Jackson 11,000 15.8 230 700 1,185
4 Byron Jackson 7,000 10.0 230 500 1,185
5 Byron Jackson 7,000 10.0 230 500 1,185
6 Byron Jackson 7,000 10.0 230 500 1,185
7 Byron Jackson 7,100 10.2 190 500 880
8 Fairbanks Morse 17,000 24.5 240 1,250 880(1)
9 Fairbanks Morse 17,000 24.5 240 1,250 8800
10 Fairbanks Morse 17,000 24.5 240 1,250 880(1)
(1) Motor equipped with adjustable speed drive.
5.22.2 Savage Lane Pumping Plant and Ground Storage Reservoir. Water
is stored at the Savage Lane Pumping Plant in one 16 million gallon ground storage
reservoir. The reservoir can be supplied on a continuous basis through a 36 inch, low-
_
pressure transmission main that extends from just east of the 0. N. Stevens WTP to the
Savage Lane Pumping Plant. The reservoir can also be supplied from the water
distribution system piping during off-peak demand periods. The Savage Lane Ground
Storage Reservoir has experienced numerous cracks, primarily in the roof area, and has
required significant maintenance and repair. The reservoir is also known to experience
leakage, which is collected through an underdrain system and is discharged using a sump
pump.
The Savage Lane Pumping Plant contains three pumping units which take suction
from the adjacent reservoir and discharge to Pressure Zone 1. There is space available
for two additional pumps.
5-3
Manufacturer's name plate data on the existing pumping units are summarized in
Table 5-2. The installed rated capacity of the Savage Lane Pumping Plant is 19.4 mgd
and the firm rated capacity is 11.5 mgd.
Table 5-2
Savage Lane Pumping Plant
Pump Rated
No. Manufacturer Rated Capacity end Pump Motor
gpm mgd feet hp rpm
10) Not Available 2,500 3.6 180 200 1,770
2 Ingersol Rand 5,500 7.9 180 300 1,180
3 Ingersol Rand 5,500 7.9 180 500 1,180
(1) Manufacturer's data not available. Rated capacity and head based on 1982 pump tests.
5.2.2.3 Caldwell Street Pumping Plant and Ground Storage Reservoir. The
Caldwell Street Pumping Plant and Ground Storage Reservoir is located in Ben Garza
Park. The 10 million gallon reservoir is supplied from the distribution system during
off-peak demand periods. The Caldwell Street Ground Storage Reservoir is known to
experience significant leakage and is in poor structural condition.
The Caldwell Street Pumping Plant contains three pumping units which take suction
from the adjacent reservoir and discharge to Pressure Zone 1. Manufacturer's name
plate data on the existing pumping units are summarized in Table 5-3. The installed
rated capacity of the Caldwell Street Pumping Plant is 11.4 mgd and the firm rated
capacity is 6.4 mgd.
5-4
Table 5-3
Caldwell Street Pumping Plant
Pump Rated
No. Manufacturer Rated Capacity Head Pump Motor
gpm mgd feet hp rpm
1 Allis Chalmers 3,500 5.0 140 200 1,185
2 Allis Chalmers 3,500 5.0 140 200 1,185
3 Allis Chalmers 1,000 1.4 140 60 1,770
5.2.2.4 Holly Road Pumping Plant and Ground Storage Reservoirs. The Holly
Road Pumping Plant and Ground Storage Reservoirs are located southeast of the
intersection of Everhart and Holly Road. Two 12.5 million gallon, steel ground storage
reservoirs are supplied from the distribution system using a dump-repump operation.
— The Holly Road Pumping Plant contains five pumping units which take suction
from the adjacent reservoirs and discharge to the distribution system. During periods
when the distribution system is separated into two pressure zones, the Holly Road
Pumping Plant discharges to and is the sole supply source for Pressure Zone 2. During
the remaining periods, the Holly Road Pumping Plant discharges to Pressure Zone 1.
Manufacturer's name plate data on the existing pumping units at the Holly Road
Pumping Plant are summarized in Table 5-4. The installed rated capacity of the Holly
Road Pumping Plant is 49.0 mgd and the firm rated capacity is 34.6 mgd.
5-5
Table 5-4
Holly Road Pumping Plant
Pump Rated
No. Manufacturer Rated Capacity ead Pump Motor
gpm mgd feet hp rpm
1 Allis Chalmers 5,000 7.2 140 250 1,180
2 Allis Chalmers 5,000 7.2 140 250 1,180
3 Allis Chalmers 7,000 10.1 140 300 1,180
4 Allis Chalmers 7,000 10.1 140 300 1,180
5 Allis Chalmers 10,000 14.4 140 400 890
5.2.2.5 Padre Island Pumping Plant and Ground Storage Reservoir. The Padre
Island Pumping Plant and Ground Storage Reservoir was acquired when the adjacent
areas of Padre Island were annexed by the City of Corpus Christi. The 0.4 million
gallon ground storage reservoir is constructed of bolted steel construction and is supplied
from the distribution system using a dump-repump operation.
The Padre Island Pumping Plant contains three pumping units which take suction
from the adjacent reservoir and discharge to the distribution system. Because of its small
capacity, the Padre Island Pumping Plant is not used regularly.
Manufacturer's name plate data on the existing pumping units are summarized in
Table 5-5. The installed rated capacity of the Padre Island Pumping Plant is 2.0 mgd
and the firm rated capacity is 1.0 mgd.
Table 5-5
Padre Island Pumping Plant
Pump Rated
No. Manufacturer Rated Capacity Head Pump Motor
gpm mgd feet hp rpm
1 Fairbanks Morse 250 0.4 160 20 1,770
2 Fairbanks Morse 450 0.6 160 30 1,770
3 Fairbanks Morse 700 1.0 160 50 1,770
5-6
5.2.2.6 Cunningham Pumping Plant. The Cunningham Pumping Plant was formerly
used as the high service pumping facility for a water treatment plant, which is no longer
in operation. In 1995, two pumps were installed in the Cunningham pump house to
serve as booster pumps for Pressure Zone 3. The pumps take suction from a 36 -inch,
Pressure Zone 1 distribution main and discharge into Pressure Zone 3 distribution mains.
Each pump has a variable frequency drive, which is used to match pumping rates with
system demands. A diesel generator is also provided for these booster pumps.
Manufacturer's name plate data for the two booster pumps at the Cunningham
Pumping Plant are summarized in Table 5-6. The installed rated capacity of the
Cunningham Pumping Plant is 8.6 mgd and the firm rated capacity is 4.3 mgd.
Table 5-6
Cunningham Pumping Plant
Pump Rated
o. Manufacturer Rated Capacity Head Pump Motor
gpm mgd feet hp rpm
1 Paco 3,000 4.3 50 50 1,180
2 Paco 3,000 4.3 50 50 1,180
5.2.3 Storage Facilities
5.2.3.1 Ground Storage Reservoirs. Ground storage facilities were discussed in the
preceding sections and provide suction storage for the high service pumping stations
located throughout the City. Data on the existing ground storage facilities are
summarized in Table 5-7. As shown in Table 5-7, the total ground storage capacity is
65.4 million gallons.
5-7
Table 5-7
Ground Storage Facilities
Storage Facility Name
Storage
Capacity
mil gal
0. N. Stevens WTP
Clearwell No. 1 4.0
Clearwell No. 2 10.0
Savage Lane Ground Storage Reservoir 16.0
Caldwell Street Ground Storage Reservoir 10.0
Holly Road Ground Storage Reservoirs
Reservoir No. 1 12.5
Reservoir No. 2 12.5
Padre Island Ground Storage Reservoir
Total Ground Storage Capacity 65.4
5.2.3.2 Elevated Storage Tanks. Four elevated storage tanks are located throughout
the distribution system. Data on the existing storage tanks are summarized in Table 5-8.
As shown in Table 5-8, the total elevated storage capacity is 3.5 million gallons.
5-8
Table 5-8
Elevated Storage Tanks
Tank Name
Overflow Sidewater Storage
Elevation Depot Capacity
USGS Datum ft mil gal
Alameda Street 159.7 35 1.0
Flour Bluff 159.0 35 1.0
Gollihar Road 159.7 35 1.0
Morgan Street 157.7 45 0_5
Total Capacity 3.5
5.2.4 Mains
The existing distribution system consists of a network of mains varying in size
between one and 54 inches in diameter. The major transmission mains convey water
throughout the distribution system from the 0. N. Stevens WTP and the major pumping
facilities. The two major transmission mains from the 0. N. Stevens WTP include a
54/48/36 -inch main on Leopard Street that extends between the 0. N. Stevens WTP and
Savage Lane Pumping Plant, and a 48/42 -inch main that extends between the 0. N.
Stevens WTP and Holly Road Pumping Plant.
A 20 -inch main on Up River Road, between the Cunningham WTP and Nueces
Bay Boulevard, provides the primary transmission capacity to serve many large industrial
customers located within this area. Due to severe external corrosion, this 20 -inch main
is in very poor structural condition and has experienced numerous main breaks. Because
of this, the 20 -inch main does not provide reliable water service and is at the end of its
service life.
A significant portion of the distribution system includes 12 to 18 -inch grid mains,
which reinforce the major transmission mains and convey water from the transmission
mains to outlying areas. Local distribution is generally provided by mains 10 -inch and
smaller.
5-9
A 36 -inch, low-pressure transmission main extends between just east of the 0. N.
Stevens WTP and the Savage Lane Ground Storage Reservoir. This main is not
interconnected to any distribution mains and provides a continuous supply source (up to
10 mgd) to the Savage Lane Ground Storage Reservoir. Water is bled into this low-
- pressure main through a pressure reducing valve located near the 54 -inch transmission
gam
main at Callicoate Road. Due to severe external corrosion, this 36 -inch main is in very
poor structural condition and is near the end of its reliable service life.
5-10
6.0 Water Distribution System Analyses
6.1 Purpose
_ The BVNET computer program was used to perform distribution system hydraulic
analyses for this study. A hydraulic analysis is used to determine the hydraulic gradient
and flow pattern over the distribution system for a specified set of water demands and
— pumping conditions. The difference between the hydraulic gradient and the ground
elevation at any point is equal to the residual pressure. For example, if the hydraulic
gradient and ground elevation at a given point are 150 and 50, respectively, the residual
pressure is 100 feet of water (43 psi).
A skeletonized network consists of junctions and mains which provide a
mathematical model of major distribution system components for computer analysis. The
Corpus Christi distribution system was skeletonized to include primarily 12 -inch and
larger mains. A few 8 -inch and 10 -inch mains were included to complete loops. To
simplify the network, equivalent pipes were used to combine some existing mains in
series and/or parallel. A copy of the skeletonized network map has been provided to the
City staff.
— As discussed later, water demands were allocated to the network junctions and
system inputs were established for each loading condition. Hydraulic gradient and flow
patterns from the computer analyses were then evaluated to determine the recommended
distribution system improvements.
6.2 Water Demand Allocation
The annual average day water demands shown in Table 4-10 were allocated
throughout the distribution system. This involved assigning residential, commercial -
institutional, industrial, and wholesale water demands to appropriate junctions of the
_ skeletonized network.
Residential water demands were allocated on a per capita basis in accordance with
the census tract population projections prepared by the Corpus Christi Planning
Department. Commercial -institutional and industrial water demands were allocated on
the basis of land use and the actual meter location of large water use customers. Water
— demands for wholesale customers were allocated to the junction that represents the meter
location of each wholesale customer.
Distributed maximum day and maximum hour demand conditions were obtained
by multiplying the allocated annual average day demands by demand ratios. These
— 6-1
demand ratios reflect the use characteristics of the various customer types. As discussed
in Chapter 4.0, the overall demand ratios are 1.6 for maximum day to annual average
day and 2.0 for maximum hour to annual average day.
6.3 Computer Analyses
Three demand conditions were analyzed to evaluate the capability of the
distribution system to meet projected water demands through the year 2020. The
maximum day, maximum hour, and replenishment conditions simulate the critical
demand rates that occur during a 24-hour maximum demand period.
The first set of analyses test the capability of the system to supply maximum day
demand rates without depleting system storage. Ideally, the distribution system should
be able to supply a maximum day rate from pumping facilities, while maintaining
overflow levels in all storage reservoirs, so that the storage volume is available to meet
maximum hour demands above the maximum day pumping rate. The second set of
analyses test system capability to meet maximum hour demands. Maximum hour
demands are supplied by a combination of pumping and gravity flow from elevated
storage facilities. The third set of analyses test system capability to replenish, during
night or off-peak hours, the storage volume used to supply maximum hour demands.
Copies of the computer model data files have been provided to the City staff
All hydraulic analyses were based on the distribution system divided into the two
pressure zones. This is because the peak demand periods, which are critical in
evaluating the need for distribution system improvements, will usually occur during
summer months when the distribution system is divided into two pressure zones.
6.3.1 Calibration
Initial hydraulic analyses were conducted to test the ability of the computer model
to simulate actual measured pressures and tank water levels at various locations
throughout the distribution system. Actual pressures and water levels were obtained from
SCADA information provided by the City. Based on these calibration analyses, the
initial pipe roughness coefficients were adjusted to obtain a reasonable match between
the pressures predicted by the computer model and the actual field measurements. The
pressures predicted by the computer model were generally within 5 psi of measured field
pressures, which is considered satisfactory calibration of the computer model.
6-2
6.3.2 Design Year 2000
These analyses were based on the projected year 2000 demands shown in Table 4-
10. The initial year 2000 analyses included the existing distribution system, plus the 24 -
inch main on Up River Road, from Southern Minerals Road to Lantana, which is
currently under design. These analyses were used to identify the improvements needed
to meet existing distribution system deficiencies and to meet demands which are expected
to occur over the short term. System inputs and demands for the year 2000 maximum
day and maximum hour analyses are shown on Figure 6-1 and 6-2, respectively.
6.3.2.1 Pressure Zone 2. The Holly Road Pumping Plant is the major source of
water supply for Pressure Zone 2. Peak demands in the year 2000 exceed the firm
pumping capacity of the Holly Road Pumping Plant. Significant growth is also expected
to occur within Pressure Zone 2 over the next 25 years. This will require substantial
increases in pumping capacity to serve this anticipated growth.
Two alternatives were evaluated to provide additional pumping capacity for
Pressure Zone 2. These alternatives included (1) expansion of the Holly Road Pumping
Plant and (2) construction of a new pumping plant located near S. Staples Street (FM
2444), near Oso Creek. The new Oso Creek Pumping Plant is the recommended
— alternative, for the following reasons:
• The hydraulic analyses indicate that major transmission main improvements
would be required along Holly Road to convey the additional pumpage from
an expanded Holly Road Pumping Plant. Because of recent street
improvements, new transmission mains along Holly Road would be difficult
to construct and would likely impact these recent street improvements.
Also, City staff has indicated that it may not be possible to obtain sufficient
easements or rights-of-way to construct additional transmission mains along
Holly Road.
• Expansion of the Holly Road Pumping Plant would mean that Pressure Zone
2 would continue to be supplied from only one major supply source.
Construction of the Oso Creek Pumping Plant would improve system
reliability by providing a second supply source for Pressure Zone 2.
6-3
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CORPUS CHRISTI, TEXAS
SYSTEM IMPUTS FOR
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ANALYSIS
FIGURE 6-1
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DEMAND=63.8 MGD
CORPUS CHRISTI, TEXAS
SYSTEM IMPUTS FOR
2000 MAXIMUM HOUR
ANALYSIS
— FIGURE 8-2
As shown on Figure 6-1, the maximum day demand of 42.0 mgd for Pressure
Zone 2 is supplied with inputs of 25.0 mgd from the Holly Road Pumping Plant and 17.0
mgd from the proposed Oso Creek Pumping Plant. As shown on Figure 6-2, system
inputs for the maximum hour analysis total 53.8 mgd, consisting of 27.3 mgd from the
Holly Road Pumping Plant, 21.0 mgd from the Oso Creek Pumping Plant, and 5.5 mgd
from elevated tanks.
The hydraulic analyses were used to determine the improvements needed to provide
transmission capacity away from the proposed Oso Creek Pumping Plant. The
recommended transmission improvements include a 42 -inch main on S. Staples Street,
from the Oso Creek Pumping Plant to Yorktown Boulevard; a 42 -inch main on Yorktown
Boulevard, from S. Staples Street to Rodd Field Road; and a 30 -inch main on Rodd Field
Road, from Yorktown Boulevard to Holly Road.
6.3.2.2 Pressure Zone 1. The hydraulic analyses indicate that transmission capacity
from the O. N. Stevens WTP is inadequate during peak demand periods. This deficiency
will worsen in the future, as additional pumpage is required from the O. N. Stevens
WTP to meet increased demands within the service area. If improvements are not
constructed, the analyses indicate that discharge pressures at the O. N. Stevens WTP
would exceed 120 psi during peak demand periods. This substantially exceeds the
maximum discharge pressure that can be incurred without causing damage to many older
distribution mains near the O. N. Stevens WTP. As a result, the distribution system
would be incapable of transferring sufficient water supply to Pressure Zone 2 and
unacceptable pressures would occur throughout most of the southeast portion of the
service area.
A 30 -inch main on Leopard Street, from Rand Morgan to Omaha, has been
abandoned for several years, due to its very poor structural condition. When in service,
this main conveyed water from the O. N. Stevens WTP to areas near the Savage Lane
Pumping Plant. Hydraulic analyses were conducted to evaluate whether slip lining this
abandoned main would significantly defer the need for more costly major transmission
main improvements. Based on these analyses and the following reasons, slip -lining is
not recommended:
• The primary need for additional transmission capacity is between the O. N.
Stevens WTP and the developing areas in southeast Corpus Christi. The
6-4
slip -lined main would not significantly increase transmission capacity to
these high growth areas.
• The benefits in terms of redundancy are considered to be minor. There are
two existing major transmission mains that convey flow from the O. N.
Stevens WTP to the Savage Lane Pumping Plant (in addition to the 36 -inch
low pressure transmission main). These include the 48/36 -inch transmission
main on Leopard Street and the 48 -inch, cross-country transmission main
that extends between the O. N. Stevens WTP and just south of the Savage
Lane Pumping Plant. Therefore, slip lining would not significantly improve
system reliability.
• The slip lined pipe would decrease maximum discharge pressures at the O.
N. Stevens WTP by only about 5 psi and would not defer the immediate
need for major transmission main improvements from the O. N. Stevens
WTP.
• The cost for slip lining is considered relatively high for the relatively small
amount of additional transmission capacity that would be provided.
Two route alternatives were evaluated to provide the additional transmission main
capacity needed from the O. N. Stevens WTP. The first was a northern route generally
along Leopard Street, from the WTP to the downtown area. This northern route was
recommended in the "1982 Water Distribution System Master Plan" for initial main
improvements to increase transmission capacity from the O. N. Stevens WTP. The
second was a southern route generally across undeveloped land, from the WTP to the
Oso Creek area. The southern route was recommended in the "1982 Water Distribution
System Master Plan" for later -stage transmission main improvements from the O. N.
Stevens WTP.
The southern routing was found to be the preferred alternative, for the following
reasons:
• Projected growth patterns have changed since the "1982 Water Distribution
System Master Plan" was prepared. A greater percentage of anticipated
growth is now expected to occur in southeast Corpus Christi and on Padre
6-5
Island. The southern route is most appropriate to convey water to serve
these growth areas. If the northern route was implemented, additional main
improvements would be needed to convey water from the downtown area to
the growth areas in southeast Corpus Christi.
• The southern route is along mostly undeveloped land and should allow for
relatively easy construction. In contrast, the northern route is along a major
developed street. The northern route would be more difficult to construct
and would impose inconveniences to traffic and existing developments along
Leopard Street.
• The southern route could be tapped with smaller distribution mains to serve
future development in the south part of Pressure Zone 1. This will reduce
the costs to extend distribution mains to serve future development in areas
adjacent or near this southern alignment. However, it should be recognized
that the primary purpose of this southern transmission main is not to extend
water service to these undeveloped areas, but to convey water to the growing
areas in southeast Corpus Christi (within Pressure Zone 2).
A new 60/54/48 -inch Southside transmission main, from the O. N. Stevens WTP
to the proposed Oso Creek Pumping Plant, was found to provide the additional capacity
needed to increase transmission capacity from the WTP and to serve projected growth
in southeast Corpus Christi. This main will also provide the source of water supply for
the proposed Oso Creek Pumping Plant and was sized to meet projected demands through
at least the year 2020.
The proposed alignment for the Southside transmission main is generally along
undeveloped areas. Initial sections of this main would be along a cross-country route
parallel to the existing 48 -inch transmission main. Other sections of the main would be
along Saratoga Boulevard and the extension of Saratoga Boulevard, State Highway 286
(Chapman Ranch Road), and South Staples Street (FM 2444).
To equalize system pressures and improve system reliability, a strong connection
should also be established between the proposed Southside transmission main and the
major distribution mains that supply the Holly Road Pumping Plant. The recommended
connection is a 36 -inch main on State Highway 286 (Chapman Ranch Road), from the
6-6
existing 42 -inch main on Holly Road to the proposed 54 -inch Southside transmission
main south of the intersection of State Highway 286 and Saratoga Boulevard.
The hydraulic analyses were also used to evaluate the feasibility of removing the
Caldwell Street Pumping Plant from service. The analyses indicate that the existing
transmission capacity from the Savage Lane Pumping Plant is sufficient to maintain
adequate pressures in the downtown areas during peak demand periods and that the
pumping capacity of the Caldwell Street Pumping Plant could be "replaced" by installing
additional pumping capacity at the Savage Lane Pumping Plant.
_ As shown on Figure 6-1, the system input for the maximum day hydraulic analysis
consist of 144.1 mgd from the O. N. Stevens WTP. The 144.1 mgd maximum day input
includes 102.1 mgd for Pressure Zone 1 demand and 42.0 mgd transferred for repumping
to Pressure Zone 2. As shown on Figure 6-2, system inputs for the maximum hour
hydraulic analysis consist of 144.0 mgd from the 0. N. Stevens WTP, 17.0 mgd from
the Savage Lane Pumping Plant, and 3.9 mgd from elevated tanks.
6.3.3 Design Year 2020
These analyses were based on the projected year 2020 demands (see Table 4-10)
and were used to evaluate the need for additional distribution system improvements to
meet increased demands resulting from projected growth. The year 2020 analyses were
also used to verify that the improvements identified previously have sufficient capacity
to meet anticipated growth over the next 25 years. System inputs and demands for the
year 2020 maximum day and maximum hour analyses are shown on Figure 6-3 and 6-4,
respectively.
6.3.3.1 Pressure Zone 2. As shown on Figure 6-3, system inputs for the maximum
day hydraulic analyses total 56.0 mgd, consisting of 29.6 mgd from the Holly Road
Pumping Plant and 26.4 mgd from the Oso Creek Pumping Plant. As shown on Figure
6-4, system inputs for the maximum hour analyses total 71.9 mgd, consisting of 36.0
mgd from the Holly Road Pumping Plant, 30.0 mgd from the Oso Creek Pumping Plant,
and 5.9 mgd from elevated tanks.
The analyses indicate that low pressures would result throughout most of the east
portions of Pressure Zone 2, primarily as a result of anticipated growth in the Flour Bluff
and South Padre Island areas. These low pressures are caused by inadequate
transmission capacity east of Rodd Field Road.
6-7
07
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12PMIMMIL2011L2
DEMAND=56.0 MGD
CORPUS CHRISTI, TEXAS
SYSTEM IMPUTS FOR
2020 MAXIMUM DAY
ANALYSIS
FIGURE 8-9
O.K. .1.7CR
117
174.7
WAGE LIR
POIRRG PLR
❑ IG.0
GRLMA. Cu 11)1113411 !L AMMO at MOOR .m,
TAM TA/Z
TARR
0 0 0 0
1
,PRESSURE ZONE 1
DEMAND=142.2 MGD
ROUX 100AD
POMPON PLR
Rae SIO
l� l
Gm ODOM
POIO'RG PLR
110.{ ❑ 100.0
—AA —am.
PALER RUC
POIRIDG PLR
❑
—►
PRESSURE ZONE 2
DEMAND=71.9 MGD
CORPUS CHRISTI, TEXAS
SYSTEM IMPUTS FOR
2020 MAXIMUM HOUR
ANALYSIS
FIGURE 8-4
re
Additional analyses were conducted to determine the improvements needed to
increase residual pressures within these areas. These improvements include:
• A 36 -inch main on Yorktown Boulevard, from Rodd Field Road to Flour
Bluff Drive. This main would connect to the recommended 42 -inch main
that was previously discussed.
• A 30 -inch main on Yorktown Boulevard, from Flour Bluff Drive to Laguna
Shores Road.
• A 30 -inch and 24 -inch main across the Laguna Madre, from Laguna Shores
Drive to South Padre Island Drive (PR 22). This main will also improve
system reliability by providing a second transmission main to supply Padre
Island.
6.3.3.2 Pressure Zone 1. As shown on Figure 6-3, the system input for the
maximum day analysis consist of 174.7 mgd from the O. N. Stevens WTP. The 174.7
mgd input includes 118.7 mgd for Pressure Zone 1 demand and 56.0 mgd transferred to
the Holly Road and Oso Creek Pumping Plants for repumping to Pressure Zone 2. As
shown on Figure 6-4, system inputs for the maximum hour analysis consist of 174.7 mgd
from the O. N. Stevens WTP, 19.0 mgd from the Savage Lane Pumping Plant, and 4.5
mgd from elevated tanks.
The analyses indicate satisfactory pressures throughout the level. No additional
transmission main improvements are required.
6-8
7.0 Recommended Capital Improvements
and Probable Costs
As discussed in Chapter 6.0, hydraulic analyses were conducted to identify existing
deficiencies in the Corpus Christi water distribution system and to develop an
improvement program that will eliminate these deficiencies, improve system reliability,
— and provide additional capacity needed to meet projected water demands through the year
2020. Various combinations of system improvements were investigated to determine
those most appropriate to meet the projected demands. The resulting improvement
program is designed to keep pace with growth, assure high-quality water service, and
provide a reliable base for commercial and industrial development.
This chapter presents the recommended plan for water distribution system
improvements, which are shown on Figure 7-1. These improvements update and
supersede the recommended improvements in the "1982 Water Distribution System
Master Plan".
It should be recognized that the locations shown for new transmission mains are
area -oriented for the purpose of hydraulic analysis and for preparation of cost estimates.
Specific routings or street locations should be reviewed and modified, as appropriate,
during the design phase for these main improvements.
The staging for recommended improvements is divided into four periods:
immediate (1997), 1998-2000, 2000-2010, and 2010-2020. As shown on Figure 7-1, the
recommended improvements have been numbered to provide a tentative priority schedule
— and construction sequence. However, the actual construction sequence may be adjusted
depending on local considerations such as availability of easements and rights-of-way,
street paving and repair schedules, changing growth patterns, funding limitations, and
other factors which may accelerate or defer a particular improvement.
The development/grid mains on Figure 7-1 are shown to provide guidance for main
extensions to serve potential development located outside the current service area or to
reinforce and loop the existing grid main system. The exact timetable for these mains
— is difficult to predict, since it depends primarily on the development of adjacent land
areas. Therefore, no priority schedule is provided for these mains. Sizes for all
development/grid mains should be reviewed after platted development plans are submitted
to the City.
Probable capital costs for budgeting purposes are provided for all recommended
improvements. Detailed cost estimates are included in Appendix A. All costs are based
— 7-1
on December 1996 prices (ENR Construction Cost Index = 5700) and include
allowances of 15 per cent for construction contingencies, 10 percent for engineering
design, and 5 percent for inspection costs. The effect of inflation should be considered
when planning budget costs for these recommended improvements.
7.1 Immediate (1997) Capital Improvements
The immediate (1997) capital improvements are relatively low cost improvements
which are recommended to provide small increases in pumping capacity and operational
_ flexibility to help supply peak demands during the next 2-3 years. These improvements
can be constructed within a relatively short time period and should be operational by July
1997. It should be stressed that these immediate improvements are not a substitute for
other recommended improvements presented in this report, but are intended to help
minimize pressure problems that may occur during the next few years, while these other
recommended improvements are being designed and constructed.
7.1.1 Holly Road Pumping Plant
The firm capacity of the Holly Road Pumping Plant is not adequate to meet
existing peak demands in Pressure Zone 2. One new 7,000 gpm pump should be
installed immediately in the available space at the Holly Road Pumping Plant. This
pump will help satisfy peak demands expected over the next 2-3 years, until an additional
pumping plant can be constructed to serve Pressure Zone 2. The probable cost for this
additional pump is $140,000 (Estimate No. 1).
7.1.2 Motor -Operated Butterfly Valves
Even with the additional pump discussed above, peak demands in Pressure Zone
2 during the next few years could exceed the firm capacity of the Holly Road Pumping
Plant. It is recommended that two butterfly valves with motor operators and associated
remote -control telemetry be installed in existing piping located along the boundary
between Pressure Zone 1 and Pressure Zone 2. These valves would be opened to allow
water to be transferred from Pressure Zone 1 to Pressure Zone 2. This would provide
a supplemental/emergency water supply source for Pressure Zone 2 if the Holly Road
Pumping Plant should become inoperable during emergency conditions, or if peak
demands should exceed capacity of the Holly Road Pumping Plant. The proposed
locations for these two remote -operated valves are near the intersection of S. Staples
7-2
Street and Everhart Road. The probable cost for these remote -operated valves is $65,000
(Estimate No. 2).
7.2 1998-2000 Capital Improvements
The recommended 1998-2000 capital improvements are primarily needed to correct
current distribution system deficiencies and to improve system reliability. Construction
of the major transmission main and pumping improvements identified in this section is
critical to provide satisfactory and reliable water service in both Pressure Zones 1 and
2. If these major transmission main and pumping improvements are not constructed,
many portions of the City are likely to experience pressure problems during peak demand
periods and the distribution system will not have adequate capacity to serve significant
industrial, commercial, and residential development that may occur over the next few
years. Therefore, design and construction of the major pumping and transmission main
improvements should begin as soon as possible.
Ideally, these improvements should be operational by the summer of 1998.
However, it is anticipated that it will take two to three years to complete design and
construction for many of the recommended 1998-2000 improvements. At the latest, the
major transmission main and pumping improvements should be operational by June 2000.
7.2.1 Oso Creek Pumping Plant
Construction of the Oso Creek Pumping Plant is recommended during the 1998-
2000 period to provide additional pumping capacity for Pressure Zone 2. This pumping
plant is needed to correct current pumping deficiencies and to provide additional capacity
to serve projected growth in southeast Corpus Christi. The Oso Creek Pumping Plant
will also improve system reliability by providing a second pumping facility for Pressure
Zone 2.
The recommended general location for this pumping plant is near S. Staples Street
(FM 2444), just south of Oso Creek. As shown on Figure 7-1, an alternative general
location is approximately one mile south and one mile east of the intersection of FM 43
and Chapman Ranch Road (State Highway 286).
The station should include two 5 mgd pumps and two 10 mgd pumps, which will
provide total and firm pumping capacities of 30 mgd and 20 mgd, respectively. These
pumping capacities should be reviewed during final design. A 7.5 million gallon ground
reservoir should be installed to provide suction storage for the pumps. The probable cost
7-3
for the Oso Creek Pumping Plant, including the 7.5 million gallon ground storage
reservoir, is $5,620,000 (Estimate No. 3).
It is recommended that the City immediately begin work to purchase a site for the
Oso Creek Pumping Plant. The selected site should be large enough to accommodate
future construction of a second 7.5 million gallon ground reservoir.
7.2.2 Padre is/and Pumping Plant
The existing Padre Island Pumping Plant is not used on a regular basis and has
only 1 mgd of firm pumping capacity and 400,000 gallons of ground storage. The
recommended distribution mains and pumping facilities for Pressure Zone 2 will
adequately serve the Padre Island during normal operating conditions over the next 25
years. However, consideration should be given to providing additional storage and
pumping capacity at the Padre Island Pumping Plant. These storage and pumping
facilities will provide improved fire flow capabilities and an emergency source of water
supply for the island. They will also improve water system reliability for Padre Island
until a second transmission main is constructed across the Laguna Madre.
It is recommended during the 1998-2000 period that a second 400,000 gallon
reservoir be constructed and that Pump Nos. 1 and 2 be replaced with 1,500 gpm (2.2
mgd) pumps. The probable cost for these improvements to the Padre Island Pumping
Plant is $500,000 (Estimate No. 4).
7.2.3 Caldwell Street Pumping Plant
The 10 million gallon ground storage reservoir at the Caldwell Street Pumping
Plant is known to experience significant leakage and is in poor structural condition. This
reservoir is approaching the end of its useful service life and maintenance costs on this
— facility are high. Previous reports have determined that it is not feasible or cost effective
to rehabilitate this reservior. For these reasons, it is recommended that the Caldwell
Street Pumping Plant be abandoned.
The Caldwell Street Pumping Plant has only a localized effect on the water
distribution system. Its primary purpose is to provide an emergency supply source for
the downtown area and also to help maintain system pressures in the downtown area
during peak demand periods. The hydraulic analyses indicate that adequate pressures in
the downtown area could be maintained without use of the Caldwell Street Pumping
Plant. This can be accomplished by "replacing" the capacity of the Caldwell Street
pumps with additional pumping capacity at the Savage Lane Pumping Plant.
7-4
7.2.4 Savage Lane Pumping Plant
As discussed above, it is recommended that the Caldwell Street Pumping Plant be
abandoned. To compensate for the Loss in pumping capacity at the Caldwell Street
Pumping Plant, at least one additional pump should be installed at the Savage Lane
Pumping Plant. The new pump should have a capacity of about 8 mgd (5,600 gpm) and
could be similar to existing Pump Nos. 2 and 3. The probable cost for this new pump
is $135,000 (Estimate No. 5).
7.2.5 Main improvements
The recommended main improvements during the 1998-2000 period are shown on
Figure 7-1 and are summarized in Table 7-1. The major improvements during this
period consist of a 60, 54, and 48 -inch Southside transmission main (Item Nos. 6-8) to
convey water from the O. N. Stevens WTP to the proposed Oso Creek Pumping Plant,
and a 42 and 30 -inch transmission main (Item Nos. 9-11) to convey water from the Oso
Creek Plant to the heart of the Pressure Zone 2 distribution piping. Construction of
these transmission mains (Item Nos. 6-11) is critical to provide satisfactory water service
in both Pressure Zones 1 and 2. If an alternate site is selected for the proposed Oso
Creek Pumping Plant that is significantly different from as shown on Figure 7-1, then
the recommended transmission main improvements that extend to and from this plant
must be modified accordingly
As discussed in Chapter 6.0, the proposed Southside transmission main is
recommended in lieu of the Northside transmission main that was recommended in the
"1982 Water Distribution Master Plan" and which is included in the City's current Water
Capital Improvement Plan. The Southside transmission main will increase the hydraulic
capacity from the O. N. Stevens WTP and will also be the primary supply source for the
proposed Oso Creek Pumping Plant, which is needed to serve projected growth in
southeast Corpus Christi.
After the 60 -inch Southside transmission main is constructed (Item No. 6), the
existing 36 -inch, low pressure transmission main that extends between the O. N. Stevens
WTP and the Savage Lane Pumping Station may be abandoned. If the City wishes to
keep a portion of this existing main in service for operational flexibility, a connection and
pressure -reducing valve should be made near Rand Morgan Road between the 36 -inch
and 60 -inch mains. This will allow the section of 36 -inch main west of Rand Morgan
Road to be permanently abandoned.
7-5
Table 7-1
Recommended 1998-2000 Main Improvements
Item & Estimate
Number j)escriotion/Location Probable Cost
$
6 60 -inch Southside transmission main, from O. N.
Stevens WTP to existing 48 -inch main at Clarkwood
Road - 42,500 feet. 11,110,000
7 54 -inch Southside transmission main, from existing 48 -
inch main at Clarkwood Road to south of the
intersection of State Highway 286 and Saratoga
Boulevard - 45,000 feet. 10,250,000
8 48 -inch Southside transmission main on State Highway
286 and FM 2444, from south of the intersection of
State Highway 286 and Saratoga Boulevard to the
proposed Oso Creek Pumping Plant - 35,000 feet. 6,320,000
9 42 -inch main on S. Staples Street (FM 2444), from
proposed Oso Creek Pumping Plant to Yorktown
Boulevard - 9,000 feet. 1,530,000
10 42 -inch main on Yorktown Boulevard, from S. Staples
Street to Rodd Field Road -10,600 feet. 1,810,000
11 30 -inch main on Rodd Field Road, from Yorktown
Boulevard to existing 30 -inch main on Holly Road -
13,100 feet. 1,600,000
12 36 -inch main on State Highway 286, from existing 42 -
inch main on Holly Road to proposed 54 -inch Southside
transmission main south of the intersection of State
Highway 286 and Saratoga Boulevard - 7,000 feet. 950,000
13 24 -inch main on Up River Road, between 48 -inch main
near Cunningham WTP and southern Minerals Road,
and between Lantana and Nueces Bay Boulevard -
61,000 feet. 6,170,000
14 12 -inch main on Palm Drive, from existing 30 -inch
main on Up River Road to existing 10 -inch main on
Lipan Street - 800 feet. 45,000
15 16 -inch main on Cantwell Avenue (parallel to existing fl-
inch main), from south of Corpus Christi -Port Aransas
Waterway to existing 16 -inch main north of American
Chrome & Chemical Company water meter - 1,800 feet. 120,000
16 16 -inch main on Ennis Joslin Road, from SPID to
Shoreline Drive - 12,500 feet. 860,000
17 24 -inch main on Callicoate, from Leopard Street to Up
River Road - 2,000 feet. 280.000
TOTAL COST (1998-2000) $41,045,000
7-6
The other major transmission main improvement during the 1998-2000 period is
a 24 -inch main on Up River Road (Item No. 13) to replace the existing 20 -inch main.
The existing main is in very poor structural condition because of external corrosion and
has experienced numerous breaks. The new main will provide more reliable service and
also provide additional capacity to serve potential industrial development within this area.
7.2.5.1 Staging Options for Southside Transmission Main. The priority
schedule shown in Table 7-1 is based on construction of the entire Southside transmission
main (Item Nos. 6-8) at the same time, with the recommended 36 -inch main on State
Highway 286 (Item No. 12) as a later priority. This is the preferred schedule since it
provides the full benefit and hydraulic capacity of the Southside main. However, if it
is necessary to minimize initial costs due to funding limitations, the 54 -inch section of
the Southside main (Item No. 7) could be deferred for a short time period and the 36-
- inch main on State Highway 286 (Item No. 12) could be constructed initially, along with
the 60 -inch and 48 -inch sections of the Southside main (Items Nos. 6 and 8). This would
reduce initial capital costs for these improvements by about $9.3 million. However, if
this schedule is implemented, the full benefit of the Southside main would not be realized
until the 54 -inch section (Item No. 7) was completed.
7.2.5.2 Staging for Oso Creek Pumping Plant Discharge Mains. Item Nos. 9-
- 11 are 42 -inch and 30 -inch transmission mains needed to provide hydraulic capacity to
convey water from the proposed Oso Creek Pumping Plant. It should be recognized that
these mains must he operational by the time the Oso Creek Pumping Plant is completed.
The distribution system for Pressure Zone 2 will not realize increased capacity until both
the pumping plant and the transmission mains are operational.
7.2.6 Other Miscellaneous Recommended Improvements
The recommendations discussed below will not increase system capacity, but are
recommended for other reasons. Because these are not capacity -driven recommendations,
_ the implementation schedule for these improvements is somewhat arbitrary and can be
modified at the City's discretion.
7.2.6.1 Holly Road Pumping Plant Flow Meter. The existing flow meter located
in the discharge piping at the Holly Road Pumping Plant is not reliable. Therefore, the
amount of flow discharged from the Holly Road Pumping Plant cannot be accurately
7-7
measured. It is recommended that this flow meter be replaced with a new meter that can
be monitored and reported through the existing supervisory control and data acquisition
(SCADA) system. The probable cost for this flow meter is $30,000 (Estimate No. 18)
The Holly Road Pumping Plant is the sole supply source for Pressure Zone 2.
Flow data for the Holly Road Pumping Plant would be very valuable for future
distribution system studies, since it would provide accurate historical water use data for
Pressure Zone 2. After the new meter is installed, the City should routinely record the
flow discharged from the Holly Road Plant on a daily basis, in the same manner that
flow is currently recorded from the 0. N. Stevens WTP.
7.2.6.2 Additional Pressure Monitoring Points. There are currently several
pressure gages located throughout the distribution system that are not connected to the
existing SCADA system. It is recommended that these pressure gages be connected to
the SCADA system to allow remote monitoring and reporting. The probable cost for
connecting the pressure monitoring points to the SCADA system is $120,000 (Estimate
No. 19). The pressure data that could be obtained from these gages would be helpful in
the day-to-day operation of the distribution system and would also be beneficial in
calibrating future distribution system computer models.
7.2.6.3 Elevated Tank Control Valves. The existing elevated tanks are not equipped
with altitude valves or motor -operated butterfly valves. Therefore, if a particular tank
is full, the distribution system operators must shut off pumps to prevent the tank from
overflowing, even if other tanks in the same pressure zone are not full. Also, the
operators have no control over the fill or draw rates for these elevated tanks.
It is recommended that a motor -operated butterfly valve be installed on the inlet
piping to each elevated tank. This valve, which will also function as an altitude valve,
will provide flow control capability and enhanced operational flexibility. The probable
cost to install control valves for the four existing elevated tanks is $350,000 (Estimate
No. 20).
7.3 2000-2010 Capital Improvements
The recommended 2000-2010 capital improvements provide additional capacity to
keep pace with projected growth and should be constructed between 2000 and 2010.
7-8
7.3.1 O. N. Stevens WTP - High Service Pump Building No. 2
The existing high service pumps at the 0. N. Stevens WTP have sufficient capacity
to supply projected demands through the year 2000. During the 2000-2010 period, a
new 24.5 mgd (17,000 gpm) pump should be installed in the available space in High
Service Pump Building No. 2 to increase the firm pumping capacity to 155.3 mgd. The
probable cost for this pump is $580,000 (Estimate No. 21).
7.3.2 Main Improvements
The recommended main improvements during the 2000-2010 period are
summarized in Table 7-2. The major improvements during this period include 36 -inch
and 30 -inch transmission mains (Item Nos. 22 and 23) to serve projected growth in the
southeast part of Pressure Zone 2 and a 30 -inch main (Item No. 24) across the Laguna
Madre to provide additional transmission capacity and reliability for Padre Island.
Item & Estimate
Number
22
23
24
Table 7-2
Recommended 2000-2010 Main Improvements
Description/Location
probable Cost
$
36 -inch main on Yorktown Boulevard, from Rodd Field
Road to Flour Bluff Drive - 15,800 feet. 2,350,000
30 -inch main on Yorktown Boulevard, from
Flour Bluff Drive to Laguna Shores Road - 9,700 feet. 1,190,000
30 -inch main across Laguna Madre, from Laguna
Shores Road to existing 16 -inch main on Aquarius -
20,500 feet.
25 16 -inch main along railroad right-of-way, from existing
16 -inch main at intersection of Poth Lane and Lawrence
Drive West to existing 16 -inch main at intersection of
Nueces Bay Boulevard and West Broadway - 4,400 feet.
4,000,000
290,000
26 12 -inch main on Caribbean Drive, from Flour Bluff
Drive to Roscher - 5,300 feet. 270,000
27 20 -inch main on Callallen Drive, Teague Lane, Wildcat
Drive, and FM 624, from Cunningham WTP to
intersection of FM 624 at County Rd. 69 - 12,600 feet.
1,050,000
28 20 -inch main on FM 624, from County Road 69 (Hazel
Bazemore Road) to County Road 77 - 20,800 feet. 1,720,000
TOTAL COST (2000-2010) $10,870,000
7-9
7.4 2010-2020 Capital Improvements
The 2010-2020 capital improvements provide additional capacity to keep pace with
projected growth and should be constructed during the 2010 to 2020 period.
7.4.1 O. N. Stevens WTP - High Service Pump Building No. 1
Additional high service pumping capacity will be needed at the Stevens WTP to
_ supply projected demands after the year 2010. During the 2010-2020 period, a new 15.8
mgd (11,000 gpm) pump should be installed in the available space in High Service Pump
Building No. 1 to increase the firm pumping capacity to 171.1 mgd. The probable cost
for this pump is $380,000 (Estimate No. 29).
•
7.4.2 Oso Creek Pumping Plant
To keep pace with anticipated growth, additional pumping capacity for Pressure
Zone 2 will be required after the year 2010. During the 2010-2020 period, the two 5
mgd pumping units should be replaced with 10 mgd pumping units to increase the total
and firm pumping capacities to 40 mgd and 30 mgd, respectively. The probable cost for
replacing these two pumps is $280,000 (Estimate No. 30).
7.4.3 Main Improvements
The recommended main improvements during the 2010-2020 period are
summarized in Table 7-3.
Table 7-3
Recommended 2010-2020 Main Improvements
Item & Estimate
umber Description/Location Probable Cost
31 12 -inch main on Park Road 22, from existing 12 -inch
main on Whitecap to existing 10 -inch main north of
Merida Drive - 2,200 feet. 110,000
32 24 -inch main (parallel to existing 12 -inch main), from
existing 16 -inch main on Aquarius to South Padre Island
Drive (Park Road 22) - 5,000 feet. 500,000
TOTAL COST (2010-2020) $610,000
7-10
7.5 Water Distribution System Management Program
The recommended 54 inch transmission main (Item No. 7) is part of the Southside
transmission main, which is needed to convey water to growing areas in southeast Corpus
Christi. To minimize construction costs, the recommended routing for this main
traverses undeveloped property which may be far from the logical growth pattern of the
City. Care should be taken to ensure that this routing does not become a means to
support haphazard development through inappropriate tie-ins to this transmission main.
The City should implement policies, regulations, and operational strategies as
necessary to ensure that the Southside transmission main is not utilized to provide side -
stream water to areas which are not a logical extension of the existing water distribution
system and which cannot be served by other public services. Such side -stream
connections create land development problems due to the unavailability of other public
services and also diminish the effectiveness of the transmission main's primary purpose.
These policies and strategies should be implemented as necessary to maintain the integrity
of the transmission main and to promote orderly development.
7.6 Summary of Recommended improvements and Probable
Costs
Probable costs for the recommended distribution system improvements are
summarized in Table 7-4.
7-11
Table 7-4
Summary of Recommended Improvements and Probable Costs
Time
period
Improvement Description
Probable
CDS
$
1997
Remote -Operated Butterfly Valves
65,000
Holly Road Pumping Plant (Additional Pump)
140,000
GRAND TOTAL FOR 1997 IMPROVEMENTS
$205,000
1998-2000
Oso Creek Pumping Plant
5,620,000
Savage Lane Pumping Plant (Additional Pump)
135,000
Padre Island Pumping Plant (Additional Storage and
Pumping Capacity)
500,000
Main Improvements""
41,045,000
Other Miscellaneous Improvements'
500,000
GRAND TOTAL FOR 1998-2000 IMPROVEMENTS
$47,800,000
2000-2010
O. N. Stevens WTP High Service Pump Building No. 2
(Additional Pump)
580,000
Main Improvementst3t
10,870,000
GRAND TOTAL FOR 2000-2010 IMPROVEMENTS
$11,450,000
2010-2020
O. N. Stevens WTP High Service Pump Building No. 1
(Additional Pump)
380,000
Oso Creek Pumping Plant (Install 2 Larger Pumps)
280,000
Main Improvements(4)
610,000
GRAND TOTAL FOR 2010-2020 IMPROVEMENTS
$1,270,000
0) See Table 7-1 for itemized main improvements for 1998-2000 period.
' See Section 7.2.6 for itemized miscellaneous improvements.
rn See Table 7-2 for itemized main improvements for 2000-2010 period.
(n See Table 7-3 for itemized main improvements for 2010-2020 period.
7-12
APPENDIX A
COST ESTIMATES
•
ESTIMATE NO. 1
Holly Road Pumping Plant - Additional 7.000 gpm pumping unit
Purpose: Existing peak demands in Pressure Zone 2 exceed the firm pumping
capacity of the Holly Road Pumping Plant. Therefore, additional pumping capacity at
the Holly Road Plant is needed immediately to meet peak demands expected over the
next 2-3 years, until a new pumping plant can be designed and constructed. The
recommended 7,000 gpm pumping unit should be installed in the available space at
the Holly Road Pumping Plant
Cost Estimate:
7,000 gpm pump & motor: = 80,000
Electrical, instrumentation, & controls: = 20,000
Misc. piping & valves: = 20.000
Total Construction Cost = $120,000
Engineering Design Cost (10%) = 12,000
Inspection Cost (5%) = 6,000
Easements/Land Acquisition = 0
Total Project Cost
_ $138,000
Use $140,000
ESTIMATE NO. 2
Two motor -operated butte iy valves on existing distribution mains near S. Staples
Steet and Everhart Road
Purpose: Peak demands in Pressure Zone 2 during the next few years could exceed
the capacity of the Holly Road Pumping Plant. These motor -operated valves and
associated remote -control telemetry are needed to provide a supplemental supply
source for Pressure Zone 2 if peak demands should exceed the capacity of the Holly
Road Pumping Plant, or if the Holly Road Plant should become inoperable during an
emergency condition. These valves would allow water to be transferred into Pressure
Zone 2 from Pressure Zone 1.
Cost Estimate:
Electrical Valve in Vault: 2 @ $20,000/ea = 40,000
Misc. Electrical & Controls 2 @ $8,000/ea = $16,000
Total Construction Cost = $56,000
Engineering Design Cost (10%) = 6,000
Inspection Cost (5%) = 3,000
Easements/Land Acquisition = 0
Total Project Cost = $65,000
Use $65,000
IMMO
ESTIMATE NO. 3
Oso Creek Pumping Plant - new 30 mgd pumping station and 7.5 million gallon
ground storage reservoir
Purpose: Additional pumping capacity is needed correct current pumping deficiencies
and to serve projected growth in southeast Corpus Christi. The Oso Creek Pumping
Plant will provide this needed capacity and will also improve system reliability by
providing a second pumping facility for Pressure Zone 2. Initial construction of the
Oso Creek Pumping Plant will include a 7.5 million gallon ground storage reservoir
and a total installed pumping capacity of about 30 mgd.
Cost Estimate:
30 mgd pumping station:
7.5 mil gal storage reservoir: 7,500,000 gal @ .25/gal
Total Construction Cost
Engineering Design Cost (10%)
Inspection Cost (5%)
Easements/Land Acquisition
Total Project Cost
• 2,650,000
• 2.150.000
- $4,800,000
480,000
240,000
100.000
• $5,620,000
Use $5,620,000
ESTIMATE NO. 4
padre Island Pumping Plant Improvements
Purpose: Currently, there is a single transmission main across the Laguna Madre that
provides water supply for Padre Island. If this main should fail, the existing 400,000
Padre Island gallon ground reservoir would be the only available water source for the
island.
— A second 400,000 gallon reservoir is recommended to provide additional storage
capacity. Two existing pumps should be replaced with larger (1,500 gpm pumping
units). These improvements will improve system reliability by providing an improved
emergency source of water supply for the island.
NM
Cost Estimate:
1,500 gpm pump & motor: 2 @ $50,000/ea = 50,000
Misc. piping and valves: = 70,000
Electrical, instrumentation, and controls: = 90,000
Miscellaneous improvements: = 80,000
0.4 mil gal storage reservoir: 400,000 gal @ .35/gal = 140.000
Total Construction Cost = $430,000
Engineering Design Cost (10%) = 43,000
Inspection Cost (5%) = 21,500
Easements/Land Acquisition = 0
Total Project Cost
= $494,500
Use $500,000
ESTIMATE NO. 5
Savage Lane Pumping Plant - Additional 5.600 gom pumping unit
Purpose: An additional pumping unit is needed at the Savage Lane Pumping Plant to
compensate for the loss in pumping capacity that will result from abandonment of the
Savage Lane Pumping Plant. The recommended 5,600 gpm pump can be installed in
the available space at the Savage Lane Pumping Plant.
Cost Estimate:
5,600 gpm pump & motor: = 75,000
Electrical, instrumentation, & controls: = 20,000
Misc. piping & valves: = 20.000
Total Construction Cost = $115,000
Engineering Design Cost (10%) = 12,000
Inspection Cost (5%) = 6,000
Easements/Land Acquisition = 0
Total Project Cost
$133,000
Use $135,000
ESTIMATE NO. 6
60" Southside transmission main. from O. N. Stevens WTP to existing 48 -inch main
at Clarkwood Road
Purpose: This main is the first section (leg) of a new transmission main needed to
increase the hydraulic capacity to convey water from the O. N. Stevens WTP to
growth areas in southeast Corpus Christi and on Padre Island. This main will also
help reduce high pressures which occur during peak demand periods and which
contribute to mains breaks in areas near the O. N. Stevens WTP. Other
recommended improvements will extend this transmission main from Clarkwood Road
to the proposed Oso Creek Pumping Plant, which is needed to supply projected
demands in Pressure Zone 2.
Cost Estimate:
60" Pipe -in -Place:
Total Construction Cost
42,500 ft @ $225/ft
9.562.500
_ $9,562,500
Engineering Design Cost (10%) = 956,000
Inspection Cost (5%) = 478,000
Easements/Land Acquisition = 115,000
Total Project Cost
$11,111,500
Use $11,110,000
ESTIMATE NO. 7
54" Southside transmission main, from existing 48 -inch main at Clarkwood Road to
south of the intersection of State Highway 286 and Saratoga Boulevard
Purpose: This main is the second section (leg) of a new transmission main needed to
increase the hydraulic capacity to convey water from the O. N. Stevens WTP to
growth areas in southeast Corpus Christi and on Padre Island. Other recommended
improvements will extend this transmission main to the proposed Oso Creek Pumping
Plant, which is needed to supply projected demands in Pressure Zone 2.
Cost Estimate:
54" Pipe -in -Place:
Total Construction Cost
45,000 ft @ $196/ft
Engineering Design Cost (10%)
Inspection Cost (5%)
Easements/Land Acquisition
Total Project Cost
8.820.000
$8,820,000
880,000
440,000
= 110.000
$10,250,000
Use $10,250,000
ESTIMATE NO. 8
48" Southside transmission main on State Highway 286 and FM 2444, from south of
the intersection of State Highway 286 and Saratoga Boulevard to the proposed Oso
_ Creek Pumping Plant
— Purpose: This main is the third section (leg) of a new transmission main needed to
increase the hydraulic capacity to convey water from the Stevens WTP to growth
areas in southeast Corpus Christi and on Padre Island.
— Cost Estimate:
48" Pipe -in -Place:
Total Construction Cost
35,000 ft @ $155/ft
= 5.425.000
= $5,425,000
Engineering Design Cost (10%) = 542,000
Inspection Cost (5%) = 271,000
Easements/Land Acquisition = 80,000
Total Project Cost
= $6,318,000
Use $6,320,000
IMIMM
MMM
gamma
ESTIMATE NO. 9
42" main on S. Staples Street (FM 2444). from proposed Oso Creek Pumping Plant to
Yorktown Boulevard
Purpose: This main is needed to provide transmission capacity away from the
proposed Oso Creek Pumping Plant, which is needed to serve projected growth within
Pressure Zone 2. This main should be constructed in conjunction with the Oso Creek
Pumping Plant and other main improvements which will extend this transmission main
to the heart of the Pressure Zone 2 distribution system.
Cost Estimate:
42" Pipe -in -Place:
Total Construction Cost
9,000 ft @ $146/ft
= 1.314.000
• $1,314,000
Engineering Design Cost (10%) = 131,000
Inspection Cost (5%) = 65,500
Easements/Land Acquisition = 21.000
Total Project Cost
• $1,531,500
Use $1,530,000
1.14
ESTIMATE NO. 10
42" main on Yorktown Boulevard. from S. Staples Street to Rodd Field Road
Purpose: This main is needed to provide transmission capacity away from the
proposed Oso Creek Pumping Plant, which is needed to serve projected growth within
Pressure Zone 2. This main should be constructed in conjunction with the Oso Creek
Pumping Plant and other main improvements which will extend this transmission main
to the heart of the Pressure Zone 2 distribution system.
Cost Estimate:
42" Pipe -in -Place: 10,600 ft @ $146/ft = 1.547.600.
Total Construction Cost = $1,547,600
Engineering Design Cost (10%) = 155,000
Inspection Cost (5%) = 77,500
Easements/Land Acquisition = 25.000
Total Project Cost = $1,805,100
Use $1,810,000
ESTIMATE NO. 11
30" main on Rodd Field Road, from Yorktown Boulevard to existing 30 -inch main on
Holly Road
Purpose: This main is needed to provide transmission capacity away from the
proposed Oso Creek Pumping Plant, which is needed to serve projected growth within
Pressure Zone 2. This main should be constructed in conjunction with the Oso Creek
Pumping Plant and other main improvements which will extend this transmission main
to the heart of the Pressure Zone 2 distribution system.
Cost Estimate:
30" Pipe -in -Place:
Total Construction Cost
13,100 ft @ $104/ft
1.362.400
_ $1,362,400
Engineering Design Cost (10%) = 136,000
Inspection Cost (5%) = 68,000
Easements/Land Acquisition = 30,000
Total Project Cost
$1,596,400
Use $1,600,000
ESTIMATE NO. 12
36" main on State Highway 286. from existing 42 -inch main on Holly Road to
proposed 54 -inch Southside transmission main south of the intersection of State
highway 286 and Saratoga Boulevard
Purpose: This main will connect the proposed Southside transmission main to the
existing transmission main that supplies the Holly Road Pumping Plant. This main
will equalize system pressures in the east part of Pressure Zone 1 and will improve
system reliability by providing redundant supply sources for both the Holly Road
Pumping Plant and the proposed Oso Creek Pumping Plant.
Cost Estimate:
36" Pipe -in -Place: 7,000 ft @ $115/ft = 805.000
Total Construction Cost = $805,000
Engineering Design Cost (10%) = 80,000
Inspection Cost (5%) = 40,000
Easements/Land Acquisition = 17.000
Total Project Cost = $942,000
Use $950,000
ESTIMATE NO. 13
24" main on Up River Road. between existing 48 -inch main south of Cunningham
WTP to Southern Minerals Road. and between Lantana and Nueces Bay Boulevard
Purpose: Due to severe external corrosion, the existing 20 -inch main on Up River
Road is in extremely poor structural condition and has experienced numerous main
breaks. The new 24 -inch main will provide more reliable service and will also
provide additional capacity to serve potential industrial customers within this area.
Cost Estimate:
24" Pipe -in -Place: 61,000 ft @ $86/ft = 5.246.000
Total Construction Cost = $5,246,000
Engineering Design Cost (10%) = 524,000
Inspection Cost (5%) = 262,000
_ Easements/Land Acquisition = 140.000
Total Project Cost = $6,172,000
Use $6,170,000
ESTIMATE NO. 14
12" main on Palm Drive. from existing 30 -inch main on Up River Road to existing
10 -inch main on Lipan Street
Purpose: This main will increase distribution system capacity to convey water to
portions of downtown Corpus Christi and will help increase system pressures and
reliability.
Cost Estimate:
12" Pipe -in -Place: 800 ft @ $42/ft = 33.600
Total Construction Cost = $33,600
Engineering Design Cost (10%) = 3,400
Inspection Cost (5%) = 1,700
Easements/Land Acquisition = 3.000
Total Project Cost = $41,700
Use $45,000
ESTIMATE NO. 15
16" main on Cantwell Avenue (parallel to existing 8 -inch main). from south o£
Corpus Christi -Port Aransas Waterway to existing 16 -inch main north of American
Chrome and Chemical Company water meter
Purpose: This main will eliminate a bottle -neck in the existing main that extends
between Up River Road and the Corpus Christi Ship Channel. The proposed 16 -inch
main will parallel a short section of an existing 8 -inch main that extends between
existing 16 -inch mains on both ends. This main will improve system reliability, fire
flows, and hydraulic capacity for the area located north of the Corpus Christi Ship
Channel.
Cost Estimate:
16" Pipe -in -Place: 1,800 ft @ $56/ft = 100.800
Total Construction Cost = $100,800
Engineering Design Cost (10%) = 10,000
Inspection Cost (5%) = 5,000
Easements/Land Acquisition = 0
Total Project Cost = 8115,800
Use $120,000
ESTIMATE NO. 16
16" main on Ennis Joslin Road. from SPID to Shoreline Drive
Purpose: This 16 -inch main will be constructed in conjunction with road
improvements and will replace the existing main along this route. This main will
improve hydraulic capacity to areas along Shoreline Drive, including the Texas A&M
- Corpus Christi campus. This main will also improve system reliability by providing
a major distribution system loop between SPID and Shoreline Drive.
Cost Estimate:
16" Pipe -in -Place:
Total Construction Cost
12,500 ft @ $56/ft
Engineering Design Cost (10%)
Inspection Cost (5%)
Easements/Land Acquisition
Total Project Cost
700 000
$700,000
70,000
35,000
50.000
$855,000
Use $860,000
ESTIMATE NO. 17
24" main on Callicoate Road, from Leopard Street to Up River Road
Purpose: This 24 -inch main is recommended to improve system reliability for the
industrial customers along Up River Road. The existing 20 -inch main on Up River
Road is in very poor structural condition and has experienced numerous main breaks.
The recommended 24 -inch main will provide an additional cross -connection between
Up River Road and the major transmission mains on Leopard Street. This would
allow the mains on Leopard Street to supply these industrial customers during times
when the existing 20 -inch main is out of service and prior to the time that a new 24 -
inch main is constructed on Up River Road to replace the existing 20 -inch main.
"- Cost Estimate:
24" Pipe -in -Place (Open Cut): 1,800 ft @ $86/ft
24" Pipe -in -Place (Boring): 200 ft @ $400/ft
Total Construction Cost
Engineering Design Cost (10%)
Inspection Cost (5%)
Easements/Land Acquisition
Total Project Cost
= 154,800
80.000
$234,800
= 24,000
12,000
8.000
$278,800
Use $280,000
iimis
ildi
tee
ESTIMATE NO. 18
Holly Road Pumping Plant Flow Meter
Purpose: The existing flow meter that measures discharge from the Holly Road
Pumping Plant is not reliable and should be replaced. The new meter will allow
accurate measurement of the amount of flow discharged from the Holly Road
Pumping Plant, which will provide valuable data for system operations and for
assessing historical water use trends in Pressure Zone 2.
Cost Estimate:
Flow meter: = 22,000
Misc. electrical: = 3.000
Total Construction Cost = $25,000
Engineering Design Cost (10%) = 2,500
Inspection Cost (5%) = 1,250
Easements/Land Acquisition = 0
Total Project Cost = $28,750
Use $30,000
ESTIMATE NO. 19
Pressure Monitoring Points
Purpose: This improvement consists of connecting existing pressure gages located
throughout the distribution system to the City's SCADA system to allow remote
pressure monitoring and reporting. The pressure data that will be collected through
the SCADA system will be valuable in the day-to-day operation of the distribution
system.
Cost Estimate:
Lump Sum Cost: = 100.000
Total Construction Cost = $100,000
Engineering Design Cost (10%) = 10,000
Inspection Cost (5%) = 5,000
Easements/Land Acquisition = 0
Total Project Cost
$115,000
Use $120,000
ESTIMATE NO. 20
Flevated Tank Control Valves
Purpose: This improvement consists of installing remote-controlled butterfly valves
on the inlet piping to each of the four existing elevated tanks. These valves will
allow distribution system operators to control the fill or draw rates from these tanks
and will enhance operational flexibility.
— Cost Estimate:
Motor -operated butterfly valve in vault: 4 @ $65,000/ea = 260,000
Misc. electrical/controls: 4 @ $10,000/ea = 40.000
Total Construction Cost = $300,000
Engineering Design Cost (10%) = 30,000
Inspection Cost (5%) = 15,000
Easements/Land Acquisition = 0
Total Project Cost = $345,000
Use $350,000
ESTIMATE NO. 21
Stevens WTP - Higk Service Pump Building No. 2
Purpose: Additional high service pumping capacity at the Stevens WTP will be
needed to serve projected growth. This improvement consists of a new 24.5 mgd
_ (17,000 gpm) pumping unit, which should be installed in the available space in High
Service Pump Building No. 2.
sidmil
Cost Estimate:
17,000 gpm pump & motor
Electrical, instrumentation & controls
Misc. piping & valves:
Total Construction Cost
Engineering Design Cost (10%)
Inspection Cost (5%)
Easements/Land Acquisition
Total Project Cost
= 430,000
= 35,000
= 35.000
_ $500,000
= 50,000
= 25,000
= 0
= $575,000
Use $580,000
ESTIMATE NO. 22
36" main on Yorktown Boulevard. from Rodd Field Road to Flour Bluff Drive
Purpose: This main will provide additional transmission capacity needed to serve
anticipated growth in the Flour Bluff and Padre Island areas. Other recommended
improvements will extend this main to Padre Island.
Cost Estimate:
36" Pipe -in -Place:
Total Construction Cost
15,800 ft @ $127/ft
2.006.600
$2,006,600
Engineering Design (10%) = 200,000
Inspection Cost (5%) = 100,000
Easements/Land Acquisition = 37.000
Total Project Cost = $2,343,600
Use $2,350,000
ESTIMATE NO. 23
30" main on Yorktown Boulevard. from Flour Bluff Drive to Laguna Shores Road
Purpose: This main will provide additional transmission capacity needed to serve
anticipated growth in the Flour Bluff and Padre Island areas. Other recommended
improvements will extend this tranmission main to Padre Island.
Cost Estimate:
30" Pipe -in -Place: 9,700 ft @ $104/ft = 1.008.800
Total Construction Cost = $1,008,800
Engineering Design Cost (10%) = 100,000
Inspection Cost (5%) = 50,000
Easements/Land Acquisition = 23.000
Total Project Cost = $1,181,800
Use $1,190,000
ESTIMATE NO. 24
30" main across Laguna Madre from Laguna Shores Road to existing 16 -inch main
on Aquarius
Purpose: This main will provide additional transmission capacity needed to serve
anticipated growth on Padre Island. This main will also improve system reliability by
providing a second transmission main across the Laguna Madre, which will provide a
second source of water supply for the island.
'- Cost Estimate:
30" Pipe -in -Place (Across Water): 15,500 ft @ $184/ft = 2,852,000
30" Pipe -in -Place (Across Land): 5,000 ft @ $104/ft = 520.000
Total Construction Cost = $3,372,000
Engineering Design Cost (10%) = 340,000
Inspection Cost (5%) = 170,000
Easements/Land Acquisition = 72.000')
Total Project Cost = $3,954,000
Use $4,000,000
(1) Includes $25,000 for Corps of Engineers permit cost.
ESTIMATE NO. 25
16" main along railroad right-of-way, from existine 16 -inch main at intersection of
poth Lane and Lawrence Drive West to existing 16 -inch main at intersection of
$ueces Bay Boulevard and West Broadway
Purpose: This main will improve system reliability by completing a distribution
system loop in the area between Interstate Highway 37 and the Corpus Christi Ship
Channel. By completing this loop, this main will also increase residual pressures in
this area during peak demand periods and help improve fire flows.
Cost Estimate:
16" Pipe -in -Place:
Total Construction Cost
4,400 ft @ $56/ft
Engineering Design Cost(10%)
Inspection Cost (5%)
Easements/Land Acquisition
Total Project Cost
246.40Q
_ $246,400
25,000
12,500
1.000
$284,900
Use $290,000
ESTIMATE NO. 26
12" main on Carribean Drive. from Flour Bluff Drive to Roscher
Purpose: The area north of Yorktown Boulevard, between Cayo Del Oso and Flour
Bluff Drive, is currently served by a single, dead-end, 8 -inch distribution main. The
_ recommended 12 -inch main on Carribean Drive will complete a loop to improve
system reliability and fire flow capacity, and increase hydraulic capacity to serve
future growth.
Cost Estimate:
12" Pipe -in -Place:
Total Construction Cost
5,300 ft @ $42/ft
Engineering Design Cost (10%)
Inspection Cost (5%)
Easements/Land Acquisition
Total Project Cost
= 222.60Q
= $222,600
= 22,000
= 11,000
= 12.000
= $267,600
Use $270,000
ESTIMATE NO. 27
20" main on Calallen Drive. Teague Lane. Wildcat Drive. and FM 624. from
Cunningham WTP to intersection of FM 624 at County Road 69 (Hazel Bazemore
Road'
Purpose: This main is needed to provide additional transmission main capacity to
serve anticipated growth in the area west of U. S. Highway 77. This main was also
identified in the 1991 Northwest Area Water Distribution Master Plan Study by Welsh
Engineering/Black & Veatch.
Cost Estimate:
20" Pipe -in -Place: 12,600 ft @ $70/ft = 882.000
Total Construction Cost = $882,000
Engineering Design Cost (10%) = 88,000
Inspection Cost (5%) = 44,000
Easements/Land Acquisition = 36.000
Total Project Cost = $1,050,000
Use $1,050,000
ESTIMATE NO. 28
20" main on FM 624. from Hazel Bazemore Road to County Road 77
Purpose: This main is needed to provide additional transmission main capacity to
serve projected growth in the area west of U. S. Highway 77. This main was also
identified in the 1991 Northwest Area Water Distribution Master Plan Study by Welsh
Engineering/Black & Veatch.
Cost Estimate:
20" Pipe -in -Place:
Total Construction Cost
20,800 ft @ $70/ft
Engineering Design Cost (10%)
Inspection Cost (5%)
Easements/Land Acquisition
Total Project Cost
1.456,000
$1,456,000
145,000
72,500
48.000
_ $1,721,500
Use $1,720,000
ESTIMATE NO. 29
Stevens WTP - High Service Pump Building No. 1
Purpose: Additional high service pumping capacity at the Stevens WTP will be
needed to serve projected growth. This improvement consists of a new 15.8 mgd
(11,000 gpm) pumping unit which should be installed in the available space in High
Service Pump Building No. 1.
Cost Estimate:
11,000 gpm pump & motor:
Electrical, instrumentation, & controls:
Misc. piping & valves:
Total Construction Cost
Engineering Design Cost (10%)
Inspection Cost (5%)
Easements/Land Acquisition
Total Project Cost
270,000
= 30,000
= 30.000
$330,000
33,000
= 16,500
0
_ $379,500
Use $380,000
ESTIMATE NO. 30
Oso Creek Pumping Plant - replace two 5 mgd pumps with 10 mgd pumps
Purpose: Additional high service pumping capacity at the Oso Creek Pumping Plant
will be needed to keep pace with increased water demands resulting from anticipated
growth in Pressure Zone 2. This replacement of smaller pumping units with larger
units will increase the total capacity of the Oso Creek Pumping Plant by 10 mgd.
Cost Estimate:
7,000 gpm pump & motor: 2 @ $80,000/ea = 160,000
Electrical, instrumentation & controls: = 20,000
Misc. piping & valves: = 40.000
Total Construction Cost = $240,000
Engineering Design Cost (10%) = 24,000
Inspection Cost (5%) = 12,000
Easements/Land Acquisition = 0
Total Project Cost = $276,000
Use $280,000
ESTIMATE NO. 31
12" main on Park Road 22. from existing 12 -inch main on Whitecap to existing 10-
jpch main north of Merida Drive
Purpose: The existing main on Park Road 22, south of Park Road 53, is 12 and 10 -
inches, except for a 6 -inch section between Whitecap and north of Merida Drive.
This proposed main will parallel this section of 6 -inch main to increase hydraulic
capacity and fire flow capacities to help serve anticipated growth within this area.
Cost Estimate:
12" Pipe -in -Place: 2,200 ft @ $42/ft = 92.400
Total Construction Cost = $92,400
Engineering Design Cost (10%) = 9,000
Inspection Cost (5%) = 4,500
Easements/Land Acquisition = 5.000
Total Project Cost = $110,900
Use $110,000
ESTIMATE NO. 32
24" main (parallel to existing 12 -inch main). from existing 16 -inch main on Aquarius
to South Padre Island Drive (PR 22)
Purpose: This main is the final leg of a transmission main to provide additional
— capacity needed to serve anticipated growth on Padre Island. This main will also
improve system reliability by completing a second transmission main across the
Laguna Madre, which will provide a second source of water supply for the island.
P.
Cost Estimate:
24" Pipe -in -Place:
Total Construction Cost
Engineering Design Cost (10%)
Inspection Cost (5%)
Easements/Land Acquisition
Total Project Cost
5,000 ft @ $86/ft
= 430.000
= $430,000
= 43,000
= 21,500
= 8.000
= $502,500
Use $500,000
PUBLISHER'S AFFIDAVIT
State of Texas } CITY OF CORPUS CHRISTI
County of Nueces } ss: Ad # 1581134 j s 1134-C.1
PO # 10 3 I l h4.SIJ
Before me, the undersigned, a Notary Public, this day personally came Darrell
G. Coleman, who being first duly sworn, according to law, says that he is Vice -
President and Chief Financial Officer of' the Corpus Christi Caller -Times, a daily
newspaper published at Corpus Christi in said City and State, generally
circulated in Aransas, Bee, Brooks, Duval, Jim Hogg, Jim Wells, Karnes,
Kenedy, Kleberg, Live Oak, Nueces, Refugio, San Patricio, Victoria and Webb
Counties, and that the publication of, NOTICE OF PASSAGE OF ORDINANCE
NO. 023050 which the annexed is a true copy, was inserted in the Corpus
Christi Caller -Times and on the Caller -Times Interactive on the World -Wide Web
on the 15TH day(s) of SEPTEMBER, 1997.
TWO (2) Time(s)
Vice -President and Chief Financial Officer
$43.68
`�o.pY Ptiek .2' Subscribed and sworn to before me this 19TH
A day(s) of SEPTEMBER 1997.
Corpus Christi Caller -Times Monday, September 15, 1997/D7
1110 Legal NoticesF-1-``
(tvLkjJ
s
CRD
NOTICE
OF PASSAGE OF
t \`\� - � ((_-� 0-* /),
Amending the City of Corpus illi
Christi Comprehensive Plan
by amending the Master Water
Pian for the City by providing
for Water Distribution System
improvements to eliminate ex-
isting deficiencies; providing
for additional capacity to keep
pace with projected growth;
providing for improved system
reliability; and providing a reli- My commission expires on 5/14/01.
able base for economic
development. This ordinance
was passed and approved by
the City Council of the City of
Cptpus Christi on the 9th day
of September, 1997.
re/Armando Chaps
City Secretary
C of Corpus Christi
Notary Public, Nueces County, Texas
CONNIE HARALSON
Print or Type Name of Notary Public