Item 6ACITY OF
SOUTHLAKE
MEMORANDUM
May 30, 2012
To: Honorable Mayor and City Council
From: Shana Yelverton — City Manager
Subject: Ordinance No. 1032: Water System Master Plan
Action
Requested: Consider approval for second reading of the proposed Southlake 2030 Water
System Master Plan.
Background
Information: The Southlake 2030 Plan is the city's guide to determine the community's
goals, aspirations and resource allocations. The Southlake 2030 Plan consists
of multiple elements; the Water, Waste Water, Storm Water Plan is one of
these elements. The Southlake 2030 Water, Waste Water, Storm Water
Committee has finished its work on the Water component of this plan and has
made the recommendation that City Council consider approval of the three
components (1: Water; 2: Waste Water; 3: Storm Water) separately.
The Water System Master Plan is a comprehensive analysis and plan for the
city's water distribution, storage, facility improvements and construction. It is
intended to guide future water utility decisions. The plan projects the city's
ultimate water demand based on build -out of the city and prioritizes capital
improvements needed to meet the water demand.
The City of Southlake contracted with Neel- Schaffer /Cheatham & Associates to
develop the Water, Waste Water, Storm Water Master Plan. Existing
documents such as previous plans, system maps and construction documents
were utilized as a basis for the Water System Master Plan update. Neel -
Schaffer /Cheatham & Associates also met with Southlake officials and staff and
performed limited site visits to verify data and better understand the priorities of
the City of Southlake. Existing population and growth data from the North
Central Texas Council of Government (NCTCOG) was also used, along with
data from previous engineering studies, reports and designs performed for the
City.
This City of Southlake Water System Master Plan was performed on several
separate elements of the system and the results are presented in the report.
Major elements of the study included Water Demand Projection, Water Supply,
Storage, Pump Stations, Distribution System, Recommended System
Improvements, and Exhibits /System Maps.
In addition to prioritizing the short and long term needs of the city, the plan also
identifies significant projects currently under construction such as a 20"
distribution line along Hwy 114 and a 30" supply line into the T.W. King Pump
Station. The 20" line will be completed in Spring of 2012 and the 30" line is
scheduled for completion in Spring of 2013.
The City of Southlake has implemented water conservation measures including
public education and mandatory water use restrictions. A more comprehensive
water conservation plan is recommended to include consideration of a water
reuse program.
Financial
Considerations: Adopting the plan in FY 2012, provides staff and Council the ability to use the
plan as a guide for funding recommendations for FY 2013 and to move forward
next fiscal year on the development of the water conservation plan.
Strategic Link: The Water System Master Plan relates to all focus areas of the strategy map.
Citizen Input/
Board Review: All meetings of the Southlake 2030 Water, Waste Water, Storm Water
Committee are open to the public. The committee held two (2) public meetings
(February 1S and March 19 2012) to discuss, review, and develop water
system recommendations. In addition, a SPIN meeting was held April 23, 2013
for the Water System Master Plan. The SPIN summary report is included as
Attachment "C.
Planning & Zoning
Commission: May 3, 2012; Approved as presented (7 -0).
City Council: May 15, 2012; Approved 1S reading on consent (5 -0).
Legal Review: None.
Alternatives: Recommend modifications to the proposed Water System Master Plan or move
forward with the Water System Master Plan as presented.
Attachments: (A) Ordinance 1032
(B) Southlake 2030 Water System Master Plan
(C) SPIN Meeting Summary Report
ORDINANCE NO. 1032
AN ORDINANCE ADOPTING THE WATER SYSTEM MASTER
PLAN AS AN ELEMENT OF THE SOUTHLAKE 2030 PLAN,
THE CITY'S COMPREHENSIVE PLAN UPDATE.
WHEREAS, a Home Rule Charter of the City of Southlake, Texas, was approved
by the voters in a duly called Charter election on April 4, 1987; and,
WHEREAS, the Home Rule Charter, Chapter XI requires an update to the City's
comprehensive plan elements every four years,
WHEREAS, the City Council recognizes that the Water System Master Plan is an
element of the Southlake 2030 Plan, the City's Comprehensive Master Plan,
WHEREAS, the City Council has determined that the Water System Master Plan
complies with the Southlake 2030 Vision, Goals, & Objectives,
WHEREAS, the City Council has deemed that the Water System Master Plan
has been formulated with adequate public input,
WHEREAS, the City Council has deemed that the recommendations in the Water
System Master Plan herein reflect the community's desires for the future development
of the City,
WHEREAS, the City Council has determined it is in the best interest of the
public's health, safety and welfare to establish utility facility requirements for the
provision of potable water for city residents and businesses,
NOW, THEREFORE, BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY
OF SOUTHLAKE, TEXAS, THAT:
Section 1. All of the findings in the preamble are found to be true and correct and the
City Council hereby incorporates said findings into the body of this
ordinance as if copied in its entirety.
Section 2. The statements in `Exhibit 1' are hereby adopted as the Water System
Master Plan of the Southlake 2030 Plan.
Section 3. The different elements of the Comprehensive Master Plan, as adopted
and amended by the City Council from time to time, shall be kept on file in
the office of the City Secretary of the City of Southlake, along with a copy
of the ordinance and minute order of the Council so adopting or approving
the same. Any existing element of the Comprehensive Master Plan which
has been heretofore adopted by the City Council shall remain in full force
until amended by the City Council as provided herein.
Section 4. This ordinance shall be cumulative of all provisions of ordinances of the
City of Southlake, Texas, except where the provisions of this ordinance
are in direct conflict with the provisions of such ordinances, in which event
the conflicting provisions of such ordinances are hereby repealed.
Section 5. It is hereby declared to be the intention of the City Council that the
phrases, clauses, sentences, paragraphs and sections of this ordinance
are severable, and if any phrase, clause, sentence, paragraph or section
of this ordinance shall be declared unconstitutional by the valid judgment
or decree of any court of competent jurisdiction, such unconstitutionality
shall not affect any of the remaining phrases, clauses, sentences,
paragraphs and sections of this ordinance, since the same would have
been enacted by the City Council without the incorporation in this
ordinance of any such unconstitutional phrase, clause, sentence,
paragraph or section.
Section 6. The City Secretary of the City of Southlake is hereby authorized to publish
this ordinance in book or pamphlet form for general distribution among the
public, and the operative provisions of this ordinance as so published shall
be admissible in evidence in all courts without further proof than the
production thereof.
Section 7. This ordinance shall be in full force and effect from and after its passage
and publication as required by law, and it is so ordained.
PASSED AND APPROVED on the 1st reading the 15 day of MAY, 2012.
MAYOR
ATTEST:
CITY SECRETARY
PASSED AND APPROVED on the 2nd reading the day of , 2012.
MAYOR
ATTEST:
CITY SECRETARY
APPROVED AS TO FORM AND LEGALITY:
CITY ATTORNEY
DATE:
ADOPTED:
EFFECTIVE:
CITY OF SOUTH LAKE
WATER SYSTEM MASTER PLAN
2012
A Study of
SUPPLY
DISTRIBUTION SYSTEM
STORAGE
PUMPING
cI rY 01:
SOUTHLAKE
PREPARED BY:
III NEEL-- SCHAFFER
Z Solutions you can build upon
Cheatham & Associates
consulting engineers -planners - surveyors
TBPE Firm 2697
2233 AVENUE J, SUITE 107
ARLINGTON, TEXAS 76006
(817) 548 -0696
TABLE OF CONTENTS
TOPIC
Executive Summary
PAGE
1 . Background and History., .......................................................................... .......... ................. I
2. Population Analysis /Water Demand Projection .................................... ..............................4
Population
Residential Growth
Population and Water Demands
Residential /Non- Residential
Projected Residential 1 Non - Residential Build Out
3. Supply, Conservation and Reuse ............................................................ ..............................7
4. Ultimate Storage Requirements .............................................................. .............................1Q
Total Ground Storage Required
Total Elevated Storage Required
5. Booster Pump Stations ............................................................................ .............................15
Interim Pumping Conditions
Future Pumping Conditions
6. Water Distribution System Analysis ........................................................ .............................24
Dom esticlNo n-Residential Requirements
Fire Flow Requirements
Distribution System Maps
7. Recommended System Improvements .................................................. .............................28
Tables:
Table 2.1
Historical Water System Demand Summary
Table 2.2
Water System Demand Summary
Table 4.1
Ground Storage Recommendation
Table 4.2
Elevated Storage Requirements
Table 4.3
Existing Elevated and Total Storage —TCEQ Requirements
Table 4.4
Proposed Build -out Elevated and Total Storage — TCEQ Requirements
Table 4.5
Total Water Storage Capacity
Table 5.1
Pump Station Total Operating Firm Capacity
Table 5.2
Existing Pump Station Capacity —TCEQ Requirements
Table 5.3
Ultimate Pump Station Capacity —TCEQ Requirements
Table 5.4
Ultimate Required Pump Station Capacities
Table 5.5
Pump Station Capacity Requirements Summary
Table 6.1
High and Low Pressure Plane Demand Summary
Table 7.1
Capital Improvement Plan Projects
Table 7.2
Projects Probable Cost Summary
Figures:
Figure 5.1
Existing Pearson Road Booster Pump Station Pumping Arrangement
Figure 5.2
Existing T.W. King Booster Pump Station Pumping Arrangement
Figure 5.3
Ultimate Pearson Road Booster Pump Station Pumping Arrangement
Figure 5.4
Ultimate T.W. King Booster Pump Station Pumping Arrangement
Figure 5.5
Pumping Requirements for Pearson Road Pump Station — High Pressure Plane
Figure 5.6
Pumping Requirements for Pearson Road Pump Station — Low Pressure Plane
Figure 5.7
Pumping Requirements for T.W. King Pump Station — Low Pressure Plane
Figure 5.8
Total System Pumping Requirements — Low and High Pressure Planes
Exhibits:
Exhibit 1.1
Capital Improvements Plan
Exhibit 1.2
Year 2012 — Pressure Contours and Fire Flow
Exhibit 1.3
Year 2015 — Pressure Contours and Fire Flow
Exhibit 1.4
Year 2020 — Pressure Contours and Fire Flow
Exhibit 1.5
Build -out Pressure Contours and Fire Flow
Exhibit 1.6
Ultimate (Build -out) System Map
Appendix:
Southlake 2030 Water Matrix
The City of Southlake contracted with Neel - Schaffer /Cheatham & Associates to develop Master
Plan Updates which are being used in the development of the Southlake 2030 Plan — Water,
Wastewater and Stormwater. We utilize existing documents such as previous plans, system maps
and construction documents as a basis for the Water System Master Plan Update. Neel-
Schaffer/Cheatham & Associates also met with Southlake officials and staff and performed limited
site visits to verify data and better understand the priorities of the City of Southlake. Existing
population and growth data from the North Central Texas Council of Government (NCTCOG) was
also used, along with data from previous engineering studies, reports and designs performed for
the City.
This City of Southlake Water System Master Plan was performed on several separate elements of
the system and the results are presented in this report. Major elements of the study included Water
Demand Projection, Water Supply, Storage, Pump Stations, Distribution System, Recommended
System Improvements, and Exhibits /System Maps.
Based on population projections from the NCTCOG, total water demand is expected to increase
from a peak day demand of 20.94 million gallons per day (MGD) in 2012 to a peak day demand of
34.22 MGD at Ultimate Build -out of the City of Southlake in the year 2025 and beyond. Water
supply and pumping capacity recommendations are based on these peak day projections.
Based on industry standards and Southlake historical data, we assume a Peak Hour Demand of
2.0 times the peak day demand. Analyses and recommendations for the distribution system and
elevated storage are based on the peak hour demand, since these elements of the system must
meet the peak hour demand even if it exceeds the supply and pumping capacity.
The modeling and analysis that Neel - Schaffer /Cheatham performed, indicated several areas that
need immediate improvements and also longer term needs based on future growth. Significant
projects currently under construction are a 20" distribution line along Hwy 114 and a 30" supply line
into the T.W. King Pump Station. The 20" line will be completed in the Spring of 2012 and the 30"
line is scheduled for completion in the Spring of 2013.
Other needed capital projects have been prioritized as Tier 1, Tier 2, and Tier 3 projects. The
highest priority projects (Tier 1) identified are shown below:
• Install pressure reducing valves to allow emergency water flow between the higher and lower
pressure planes of the water system.
• Add an additional 5 million gallon ground storage tank and two additional 5 MGD pumps at the
T.W. King Pump Station to pump water supplied by the new 30" supply line.
• Upgrade existing pumps at the Pearson Road Pump Station to increase capacity in the Higher
Pressure Plane.
• Add a 16" distribution line from the Pearson Road Pump Station to Johnson Road.
Longer term projects include looping of key distribution lines, an additional 1.5 million gallon
elevated storage tank and additional water supply such as adding pumps at the Cavlor Tank in
Fort Worth Detailed recommendations are included in Section 7.0.
The City of Southlake has implemented water conservation measures including public education
and mandatory water use restrictions. A more comprehensive water conservation plan is
recommended to include consideration of a water reuse program. The first phase, information
gathering, has begun to evaluate future water supply options. These options include add+tienat
pumps at the Caylor Tank_ Fort Worth, alternate water supply sources, and the potential for water
reuse options.
CITY OF SOUTNLAKE a WATER SYSTEM ANALYSIS 20f 2
SECTION 1.0:
In 2010, the City contracted with Cheatham & Associates to provide Water and
Wastewater System Master Plan Updates. The purpose for the updates is to assist the
City's 2030 Master Plan Committee by identifying and prioritizing infrastructure that will
require improvements to meet the projected growth anticipated by the year 2030.
The City of Southlake incorporated in approximately 1956 as a rural sparsely developed
bedroom community. At that time, residents were dependent on wells as their sole water
supply source. By 1985, the City had grown to a population of approximately 5,000
people. The City had four water wells, including 2 Trinity Sand and 2 Paluxy Sand. There
was one 500,000 gallon elevated tank and two 300,000 gallon ground storage tanks.
Since the total capacity of the four wells was 1.3 million gallons per day (MGD), it was
apparent that the City needed a surface water supply to provide for future growth. In
addition, the two Trinity Wells were high in minerals and salts, which made the water
undesirable to the customers.
When Grapevine Lake was constructed in 1955, the water rights were granted to the City
of Dallas, Park Cities, and the City of Grapevine. Since the City of Southlake had no water
rights to Grapevine Lake and had no other available raw water sources, the construction
of a treatment plant was not an option. Therefore, the City officials began to explore other
potential sources for the City's long -term supply. These sources included the Trinity River
Authority (TRA), the City of Grapevine, and the City of Fort Worth.
The Trinity River Authority (TRA) has a treatment plant serving a number of cities in the
area including Grapevine and Colleyville and was contacted as a potential supply source.
However, due to the high combined cost of purchasing water from TRA and constructing
the necessary supply lines to connect onto the system, City of Southlake officials decided
against pursuing TRA as a source of supply.
Another option was obtaining water from the City of Grapevine, which operates a plant to
treat raw water from Grapevine Lake. However, this allocation of water from the lake to the
City of Grapevine was not large enough to satisfy Grapevine's own water demands,
CITY O SOU THLAKE - WATER SYSTEMANALYSIS 2012
necessitating the purchase of additional water from the TRA. Due to this shortage, the City
of Grapevine could not supply water to the City of Southlake.
The final option involved obtaining water from the City of Fort Worth. After considering
several factors, including an abundant supply of water from the City of Fort Worth and the
relatively close proximity of a supply connection, City officials chose this option as the
supply source for the City of Southlake.
A 5.0 million gallon (MG) ground storage tank belonging to the City of Fort Worth is
located just west of S.H. 377 on Alta Vista Road, which is on the west side of Keller.
Therefore, it was necessary to construct the supply line through Keller. The cost of this
supply line was shared between the City of Southlake and the City of Keller in a joint
venture agreement. This new supply line resulted in the City of Keller constructing a
ground storage tank and pumping station north of F.M. 1709, on Pearson Lane, to serve
the eastern portion of their city.
A pumping station was built at the Alta Vista ground storage tank, and a 36" and 30"
supply line was constructed through Keller along F.M. 1709, and connected to the Keller
storage tanks on North Pearson and the City of Southlake's system at Pearson Road and
F.M. 1709. The total capacity of this line is 20 MGD, 10 MGD for Keller and 10 MGD for
Southlake. The line and pump station at Alta Vista have been in operation since 1986.
Originally, it pumped water directly into the 1.5 MG elevated tank on North White Chapel,
and a 0.5 MG elevated tank at Bicentennial Park.
From 1986 to the present, several additions have been made to the Citys distribution
system allowing the City to keep pace with the residential and commercial growth,
including additional pumps at Alta Vista. In 1996, The City constructed a 5.0 MG ground
storage tank and booster pump station at Pearson Road and F.M. 1709. This allowed the
Alta Vista pumps to discharge into a ground storage tank, rather than the elevated tanks.
As a result, additional water could be delivered to the City of Southlake. The water was
then pumped into the system and into the elevated tanks from the Pearson Road Facility.
A second 1.5 MG elevated storage tank was constructed at Bicentennial Park in 1989,
and the 0.5 MG elevated storage tank, which was at the park, was moved to the Florence
Road Site. This tank relocation intentionally set a higher overflow elevation than the other
elevated tanks in the city, which created an "upper pressure plane ". This hydraulic grade
change was necessary to serve the west central portion of the City, since it is at a much
higher elevation than the remainder of town. Next, a third 1.5 MG elevated storage tank
M
CITYOF SOUTNLAKE -WATER SYSTEMANALYSIS 2012
was constructed in 1998 at the Miron Site along F.M. 1709, west of the Woodland Heights
subdivision. This tank boosts the pressure in the eastern portion of town, and provides
better fire protection to this vicinity. And finally, in 2006 the City replaced the existing 0.5
MG elevated tank at the Florence Road site with a 1.5 MG elevated tank to serve the
upper pressure plane.
The City of Fort Worth has a ground storage tank west of Keller known as the Caylor
Tank. The cities of Southlake and Keller jointly constructed a 42" water line from the
Caylor Tank through Keller, which is connected to the Pearson Road facilities of both
cities. This supply line provides a second source of supply to both cities from Fort Worth.
Currently the water flows by gravity in the 42" line from the Caylor site to the Pearson
Road tanks of Keller and Southlake with a total capacity of 29 MGD. In 1998, a 5.0 MG
ground storage tank and pump station was built on T.W. King Road, North of S.H. 114.
This facility will serve as a future second delivery point of water supply from the City of Fort
Worth.
M
CITY OF SOUTNLAKE -WATER SYSTEMANALYSIS 2092
SECTION 2.0:
Data Source
In 2007, City officials updated the water and wastewater impact fees based upon the most
recent land use and population projections adopted by the City Planning Department
(2025). The planning staff subsequently, published a report containing a water and
wastewater plan conforming to these expected projections for the City of Southlake's
water and wastewater service area. The Service area only includes the City limits since
there is no extra - territorial jurisdiction (ETJ) area to be annexed or served by the City of
Southlake. The City is currently in the process of updating the Future Land Use Map
(2030). These Land Use and Population Projections shown below are a result of this
recent updating of the 2007 Impact Fee Study.
Residential Growth
Population, housing and acre estimates can be derived from the land use study for three
periods of time:
1) Current as of October 1, 2009. The current population is estimated to be 26,650
people. This represents approximately 77.96% of the ultimate population and the
ultimate water and wastewater requirements for the residential sector, which is the
predominate land use projected for Southlake.
2) Growth for the ten -year period from 2012 to 2020. The growth for the ten -year
period is estimated to be 5,000 people. This means that 14.62% of the ultimate
residential sector utility demands will be added in the ten -year period. When added to
the existing residential base, 92.56% of the water demands from the residential sector
are estimated to be made by the end of the ten -year period
3) Ultimate capacity or growth for the City to 2025 and beyond. The ultimate
population estimate is 34,188 people. The remaining population, 2,538 or 7.42% of
the ultimate utility demand from the residential sector, is projected to occur between
2020 and 2025.
4
CITY OF SOUTHLAKE -WATER SYSTEM A NALYSIS 2012
Population and Water Demands
As stated above, the City of Southlake year 2009 population has been estimated to be
26,650 by the North Central Texas Council of Governments (NCTCOG). Using the 2025
Land Use Assumptions Report the system build -out population is projected at 34,188.
To review the projected water demands the following sources were used: The City of
Southlake's water production data and the historical water use data over the last five years
indicates an increasing trend in the per capita water usage. This trend is principally due to
increased use of irrigation systems. The results of the last five years of consumption data
and the projected per capita use are illustrated in Table 2.1. Based upon the historical
increase in per capita water usage, it is recommended that the average day per capita
water demand of 385 gallons per capita day (GPCD) be used for the projection of future
water demands.
Table 2.1
reaK hour tsumatea tsasea upon veaK uay MUItEpuea oy Z.U.
As shown in 2009 the system wide population was 26,650, and the per capita water usage
was an average day water demand of 8.454 MGD or 317 GPCD. The water distribution
system needs to be capable of supplying the peak day demands with the supply coming
from Fort Worth. A peak hour to peak day ratio of 2.0 was selected for the water system
analysis for the City of Southlake. The distribution system will typically supply the peak
hour demand using the pumping facilities in combination with the elevated storage tanks.
The method shown above was used to compute the average day, peak day and peak
demands for the years 2015, 2020 and ultimate (2025).
5
Historical
Year
Water System,
Estimated
Population
Demand Summary
Water Demands MGD
Demand
Factor
GPCD
Average Day
Peak Day
Peak Hour*
2005
21,519
6.251
15.646
31.292
2.503
290
2006
25,654
11.014
20.049
40.098
1.820
429
2007
25,700
6.749
16.334
32.668
2.420
263
2008
26,100
8.525
25.390
50.780
2.978
327
2009
26,650
8.139
19.799
39.598
2.433
305
2010
26,650
8.494
18.322
36.644
2.157
319
2011
26,650
12.210
21.925
43.850
1.796
458
reaK hour tsumatea tsasea upon veaK uay MUItEpuea oy Z.U.
As shown in 2009 the system wide population was 26,650, and the per capita water usage
was an average day water demand of 8.454 MGD or 317 GPCD. The water distribution
system needs to be capable of supplying the peak day demands with the supply coming
from Fort Worth. A peak hour to peak day ratio of 2.0 was selected for the water system
analysis for the City of Southlake. The distribution system will typically supply the peak
hour demand using the pumping facilities in combination with the elevated storage tanks.
The method shown above was used to compute the average day, peak day and peak
demands for the years 2015, 2020 and ultimate (2025).
5
CITY OF SOIITNIAKE -WATER SYSTEM ANALYSIS 2012
Table 2.2
' T, ;ater system
itemana summary
Average
Peak
Peak
Day
Day
Hour
Year
Population
Demand
Demand
Demand
MGD )
(MGD)
(MGD
2012
26,917
10.36
26.94
53.89
2015
29,245
11,26
29.27
58.54
2020
31,717
12.21
31.75
63.50
Ultimate
34,188
13.16
34.22
68.44
Projected Residential and Non-Residential Build -Out f Ultimate Demand
As shown in Table 2.2, the projected population of Southlake at build -out is 34,188
persons. The water system must serve this population, as well as the non - residential
development. It is projected that the residential and non- residential build out will occur in
approximately 15 years or 2025. Growth rates in water consumption are assumed to be
the same for the residential and non - residential sectors. While the overall growth rate of
the non - residential sector will likely be higher, this sector also has a great conservation
potential as it includes large water users. The peak day demand is a factor of 2.6 times the
average day, and the peak hour demand is 2.0 times the peak day.
0
CITY OF SOUTNLAKE - WA TER SYSTEM ANAL 2
SECTION 3.0:
Supply
The City of Southlake currently receives its water supply from the City of Fort Worth
through two pipelines. Up to 10 MGD is pumped through a 30" and 36" pipeline from the
Alta Vista Tank in Fort Worth to the Pearson Road Pump Station in Southlake. Water
flows by gravity through a 42" pipeline from the Caylor Tank in Fort Worth to the Pearson
Road Pump Station in Southlake. A 30" supply line is under construction from this 42" line
at the intersection of Florence Road and Pearson Road, through the Town of Westlake to
the existing T.W. King Pump Station in Southlake. As part of the negotiations with
Westlake, Southlake agreed to give Westlake 2 MGD capacity from the 30" line.
Based on the negotiated agreements between the cities, the 42" and 30" lines will provide
Keller with 7 MGD, Westlake with 2 MGD, and Southlake with 20 MGD. This new 30" line
will allow the T.W. King Pump Station to contribute over 40% of the peak demand with the
result being less water needed from the Pearson Road Pump Station. With the 10 MGD
capacity in the 30736" line from Alta Vista and the 20 MGD capacity in the 42" and 30"
lines from Caylor, the existing total supply capacity for the City of Southlake is 30 MGD.
An 8" emergency interconnection exists with the City of Grapevine for emergency use
only, in the event of failure of one of the systems. Increasing this to a 12" emergency
interconnection and adding a second 8" emergency interconnection are planned to help
with emergency fire flow in the event of system failure.
As shown in this report, the future build -out peak day demand is projected to be 34.22
MGD. To meet successive peak day demands, the City m needs to evaluate
alternatives due to increase water the supply shortfall. Additional study is needed to
evaluate these alternatives, which may include the following:
• Construct a pump station at the existing Fort Worth Caylor Tank Site to increase
the supply capacity from Fort Worth by approximately 66 MGD (assuming Keller
takes an additional 2 MGD)
• Evaluate alternative supplies that may be available such as The Trinity River
Authority (TRA) or Upper Trinity Regional Water District. This would provide the
City with a secondary supply source and would provide a supply redundancy.
7
CITY Of SOUTHLA.KE - WATER SYSTEMANALYSIS 2092
• Evaluate options for reuse infrastructure that would reuse wastewater plant
effluent for large water users such as irrigation for parks, golf courses, and large
commercial /industrial users. Water reuse options could include partnership with a
wastewater plant operator such as the TRA Denton Creek Wastewater Plant and
would be part of a citywide water conservation plan.
• Evaluate alternatives and timing of a combination of 2 or more of the above
mentioned alternatives, that would provide the most feasible overall solution for
the City. The first phase of this study, data gathering and development of
alternatives is underway, and future phases will include concept design, cost
estimates and comparison of alternatives.
Conservation
With the limits on potable water supplies for municipal services, increasing, Southlake and
other local governments have enacted conservation measures to reduce per capita
demands. Such conservation programs have focused on education, low water use
fixtures /landscaping, alternative water supplies, modified rate schedules and irrigation
audits. Water systems that have seen success in reducing their demands have used a
combination all these aspects tailored to their community.
Education programs have varied from simple mail outs, to active programs promoting low
demand irrigation, low volume fixtures, and on -going school programs. Some programs
have been tied to city ordinances where days and hours of irrigation are limited and
customers not following such requirements receive focused attention. The landscaping
community is also promoting the use of native vegetation which is more tolerant to
seasonal precipitation variations and more resistant to native pests and diseases.
Low water use ordinances are becoming increasingly common in the U.S. Many home
improvement stores provide as part of their inventory various low and no flow fixtures
along with irrigation controls to limit use in the event of rainfall. Low water use landscaping
has gained popularity where new developments or new construction is required to use
such systems. Reduction in water impact fees may be used to entice such construction.
Many of these ordinances are also passed with new tiered utility rate structure that
encourages lower water use or provides a lower cost by using an alternative water supply.
Southlake's water consumption is heavily dominated by residential water use, followed by
commercial use. Industrial water use is not a major component of the city's demand.
I
CITY OF SOUTHLAKE -WATER SYSTEM ANALYSIS 2012
During the summer months, demand is heavily impacted by irrigation uses. The irrigation
uses during the Summer months can account for approximately 60% of the total water
demand. With the trend toward needing to reduce the city's overall water consumption,
the community must find ways to decrease its water consumption wherever and whenever
possible. As a recommendation of the 2030 Water Plan, the Committee would
recommend that staff undertake the development of an overall Water Conservation
Master Plan. The Committee envisions that this plan would provide the following
information:
1. An analysis of the community�s demographics as it relates to the use of potable water;
2. Estimate the effectiveness of recent water conservation and drought contingency
measures; and,
3. Develop a 10 -year plan for effective water conservation measures that could be used to
reduce the consumption of potable water based upon the city's specific demographics
through the implementation of water conservation measures.
Reuse and Altemative Water Supply
Perhaps the single program that directly reduces per capita usage is alternative water
supply for irrigation. Extensive programs throughout the U.S. have been developed that
provide reuse water back to customers. In many instances this water is provided free or at
a reduced cost versus potable water rates.
Initial programs in the U.S. have utilized treated wastewater meeting what has been
deemed "public access" standards. This level of treatment, which requires wastewater to
be filtered and treated with enhanced disinfection, is acceptable for irrigation. Water reuse
also requires pumping and distribution systems back to the customers. Frequently, with
the existing customers and subdivisions, the cost to provide the distribution network is
prohibitive. Many reuse system have focused on new development areas such that the
infrastructure can be added as the new subdivisions come on line. Secondly, major
existing water users such as golf courses, parks and schools can be more effectively
retrofitted if planned in conjunction with new development areas.
J
CITY OF SOUTHL4KE - WATER SYSTEM ANALYSIS 2 012
SECTION 4.0:
The following section summarizes an evaluation of the storage requirements for the City
based on criteria used by the industry. These criteria are typically more stringent than
TCEQ requirements and take into consideration additional factors including operational
flexibility and fire protection.
Total Ground Storage Required:
The City has two 5 million gallon tanks at the Pearson Road site, and one 5 million gallon
tank at T.W. King. The two tanks at Pearson are adequate to provide storage to meet
approximately one -third of the ultimate peak day demands of 34.22 MGD. The one 5
million gallon tank at the T.W. King facility can meet approximately 15 percent the peak
day demands; however a second tank is planned in the future. Once this second tank at
the T.W. King site is on line, the City would have 20 million gallons of water in ground
storage plus 7.5 million gallons of elevated storage for a total of 27.50 million gallons. This
would allow the City to operate for approximately 19 hours without any additional supply if
an emergency situation rendered the supply unavailable. (14 hours based on ground
storage only.)
The recommended amount of ground storage is the equivalent of 12 hours of the
maximum day demand. Table 4.1 displays the existing and proposed ground storage
capacities with the amount of drain time available to meet peak day demands. With the
proposed additional 5.0 MGD ground storage at the T.W. King Pump Station, there will be
14 hours of the maximum day demand at ultimate build -out.
10
Table 4.1
.
. rj wtZIP10i I
LULLULLO ,
Total
Hours of
Existing and
Maximum
Existing
Total
Proposed
Hours of
Day
Ground
Ground
Ground
Ground Storage
Demand
Storage
Storage
Storage
with Proposed
MGD
(MG)
Available
MG
Improvements*
2012
26.94
15.0
13.4
15.0
13.4
2015
29.27
15.0
12.3
15.0
12.3
2020
31.75
15.0
11.3
20.0 (2)
15.1
Ultimate
34.22
15.0
10.5
20.0
14.0
''Hours of drain time available under maximum day demands
4z) Includes additional 5.0 NIGD at T.W. King
Total Elevated Storage Required:
The design criteria used to analyze existing elevated storage tank capacity is the ability to
provide adequate storage for peak hour demands plus emergency storage for fire
protection. It is typically assumed that half of the elevated storage tank capacity is used to
meet peak hourly demands in excess of the peak day rate (equalization volume), while the
other half of the tank is used for fire protection and emergency conditions (firelemprgency .
volume). According to the Insurance Services Office (ISO), the maximum fire flow a
municipality is required to provide is 3,500 gpm for a 3 -hour duration. While typical
residential and commercial fire flow requirements are 1,000 gpm and 1,500 gpm,
respectively, some industrial fire flows can approach the 3,000 to 3,500 gpm range or
greater. Therefore, for the elevated storage requirement a fire flow requirement of 3,500
gpm for a 3 -hour duration was selected.
Table 4.2 provides a summary of the elevated storage requirements using two criteria.
Criteria 1 represents twice the required equalization volume, while Criteria 2 represents
the equalization volume plus the firelemergency volume. The upper pressure plane is
proposed to have 2486 connections at build -out. This is approximately 20 percent of the
total number of connections for the entire city (12,432). Therefore, the build -out peak day
of the upper pressure plane is approximately 20 percent of 34.22 MGD or 6.84 MGD.
Similarly, the peak day of the lower pressure plane is projected to be 27.38 MGD at build -
out.
11
CITYOF SOUTHLAKF- WATER SYSTEMANALYSIS 2012
Table 4.2
Elevated St orage Requirements
Proposed Upper Pressure Plane
Criteria 1
Criteria 2
Build -out Peak Day Demand MGD
6.84
6.84
Build -out Peak Hour Demand MGD
13.68
13.68
40% of Peak Hour Demand MGD
5.47
5.47
Required Equalization Volume (MG) t'
0.68
0.68
Required Fire Volume MG (2)
NIA
0.63
Required Total Volume MG
1.37 (s)
1.31
Minimum Required MG
1,37
Proposed Lower Pressure Plane
Criteria 1
Criteria 2
Build -out Peak Day Demand MGD
27.38
27.38
Build -out Peak Hour Demand MGD
54.76
54.76
40% of Peak Hour Demand MGD
21.90
21.90_
Required Equalization Volume (MG) ( ' }
2.74
1 2.74
Required Fire Volume MG (2)
NIA
0.63
Required Total Volume MG
5.48
3.37
Minimum Required MG
5.48
(I the volume required to meet 40% of the peak hour demand for a duration of 3 hours
( ' ) The volume required to meet a 3,500 gpm fire flow for 3 hours
(3 �rwice the required equalization volume
(d) Required equalization volume plus the required fire flow
Based on the calculations and a peak hour factor of 2.0, a fourth 1.5 million gallon
elevated tank on the low pressure plane at the T.W. King elevated tank site will be
required. The City currently owns this site, which is north of the existing T.W. King Pump
station site. It is recommended that the City's Water System Master Plan be reviewed and
updated every two to three years, to determine if additional storage tanks are necessary to
provide service to the projected water demands, based upon any changes in the land use
and growth patterns of the City. Four pressure reducing valves we recommended at the
boundary between the higher and lower pressure plane to provide additional fire flow by
allowing water to automatically flow across this boundary under emergency conditions.
The criteria established by the State Board of Insurance (Key Rate Schedule) requires a
ground storage tank capable of holding a capacity based upon 130 gallons per capita for a
24 -hour period or 4.44 million gallons of ground storage for 34,188 persons and an
12
CITY OF SOUTHLAKE - WATER SYSTEM ANALYSIS 2012
elevated storage capable of holding a 10 -hour supply. Elevated storage capable of holding
a 10 -hour supply of water yields 1.85 million gallons of elevated storage. Therefore, the
City's existing ground and elevated storage tanks more than meet the requirements of The
State Board of Insurance.
The following Table 4.3 and Table 4.4 summarize the existing elevated and total storage
requirements based on TCEQ criteria:
Table 4.3
Elevated Existing
Pressure
Plane
and Total Storage
Total Storage (MG)
Existing TCEQ Excess of
Connections Existing* Minimum TCEQ
Existing
Elevated Storage (MG)
TCEQ Excess of
Minimum TCEQ
Existing
and
Proposed*
TCEQ
Minimum
Excess of
TCEQ
Existing
and
Proposed
TCEQ
Minimum
Excess of
TCEQ
Lower
7,710
17.00
1.54
16.61
4.50
9,946
0.77
4.11
Upper
1,965
4.00
0.39
3.64
1.50
5.50
0.20
1.14
Total
9,675
21.0
1.94
20.25
6.00
2.49
0.97
5.25
1.24
*Pearson ground storage 7.5 MG lower, 2.5 MG upper
The following Table 4.4 is a summary of the proposed build -out elevated and total storage
requirements based on TCEQ criteria:
Table 4.4
Proposed
Pressure
Plane
Estimated
Build -out
Connections
.. e Requirements
Total Storage (MG)
Elevated Storage (MG)
Existing
and
Proposed*
TCEQ
Minimum
Excess of
TCEQ
Existing
and
Proposed
TCEQ
Minimum
Excess of
TCEQ
Lower
9,946
22.00
1.99
20.01
6.00
0.99
5.01
Upper
2,486
5.50
0.50
5.00
1.50
0.25
1.25
Total
12,432
27.50
2.49
25.01
7.50
1.24
6.26
*Pearson ground storage 7.5 MG lower, 2.5 MG upper
13
CITY OF SOUTNLAKE - WATER SYSTEM ANALYSIS 2012
The following Table 4.5 illustrates the size and location of existing and proposed storage
tanks.
Table 4.5
T otal r . +' Capa
Location
T e
Size MG
Existing
Dove Road at White Chapel
3
Elevated
1.50
_.__�_____._.�__.—_...
Bicentennial Park
Miron Site
_
Elevated
Elevated
---.---.--.-.--.. ...__.- .__________________
1.50
1.50
Florence, (tipper Pressure Plane}
-
_
Elevated
1 50
- - - -- ..... .....
T.W King Site _
Ground
5.00
Pearson Site
[.
Ground !
*10.00
Sub Total (Existing Storage)
21.00
Future
T.W. King S it e (Lower Pr essure Plane)
Elevated
1.50
T.W. King Site
Ground
5.00
Sub Total (Future Storage)
6.50
TOTAL STORAGE (Build -out)
27.50
*7.5 MG Lower, 2.5 MG Upper
14
CITY OF SO UTHLAKE - WATER SYSTEMANALYSIS 2012
SECTION 5.0:
Interim Pumping Conditions
The City of Southlake currently has two pump stations. One is located at F.M. 1709 and
Pearson Lane, which is the City boundary on the west. The second pumping station is on
T.W. King Road just north of S.H. 114. This station is also situated on the west City limit
line. The Pearson Road pumping station site has two 5.0 million gallon ground storage
tanks in place, and the T.W. King location has one existing 5.0 million gallon tank with a
provision for a second 5.0 MG tank in the future.
Due to the interim supply conditions mentioned in the previous section, the City has been
using the T.W. King pump station on a limited basis during the past two years. This is
accomplished by pumping water through the distribution system, to the T.W. King storage
tank, during the off peak periods at night. The tank fills each night during summer months
and the pump station pumps into the system during the peak time demands to assist in
meeting the system peak day demands.
Therefore, both pump stations are used for the peak periods in summer months. This
process has enabled the City to keep pace with the increased demand over the last two
years. However, with continued City growth, the T.W. King Pump station facility must be
capable of contributing more to the future system demands. Once the new 30" supply line
is in place, and is capable of filling the T.W. King tank from the Fort Worth supply, both
pump stations will be available for continuous operation. Construction of this line is
scheduled for completion in the spring of 2013. Until then, the City will only be able to use
the T.W. King facility on a limited basis. This places a strain upon the system during
summer months, and does not allow for any interruption of the Pearson Road facility,
without possibly resulting in a water shortage situation. The City implemented a pump
maintenance rotation program in 2007. Based upon run times of the pumps, the pumps
will be reconditioned approximately every 5 years.
Future Pumping Conditions
On Table 2.2, it was determined that the ultimate peak hour demand will be approximately
68.44 MGD. This demand must be met from a combination of pumping and supply from
elevated storage. The peak day demand at build -out was shown to be 34.22 MGD. The
pump stations should be capable of supplying 1.25 times the peak day demand or 42.78
MGD, with one pump out of service at each station. Additional peak hour flow will be
15
CITY QF SOUTHL -WATER SYSTEMANALYSIS 2012
provided by the elevated tanks. Of this amount (42.78 MGD), 25.25 MGD should be
supplied by the Pearson Road pump station, and 17.53 MGD from the T.W. King Pump
Station. This is based upon the water flow projections for the T.W. King and Pearson
Road Pumping Stations. The projections indicate that 41 percent of the build -out peak
day be supplied by the T.W. King Pump Station, and 59 percent of the build -out peak day
be supplied by the Pearson Road Pump Station. Therefore the flow to be supplied at the
Pearson Road Pump Station is 42.78 MGD x 59 percent = 25.25 MGD.
The Pearson Road Pump Station serves both the high pressure plane and the low
pressure plane. The ultimate system peak hour demand to be furnished by the Pearson
Road station is 25.25 MGD. The ultimate build -out of the upper pressure plane is
estimated to be 2486 connections, or 20 percent of the estimated total City build -out
connections of 12,432. Therefore the peak hour demand on this station for the upper
pressure plane is 20 percent of 42.78 MGD or 8.55 MGD. A flow of 8.55 MGD is required
by the high pressure plane and 16.70 MGD by the low plane at the Pearson Road Station.
This pump station was constructed in 1996, and currently has three pumps for the high
pressure plane, and four pumps for the low pressure plane. The required pumping
capacity at build -out is 17.53 MGD all on the lower plane.
The T.W. King facility only serves the low pressure plane. The required pumping capacity
at build -out is 17.53 MGD all on the lower plane. This station currently has three pumps.
16
CITY OF SOUTHL4KE - WATER SYSTEMANALYSI S 2012
The following Tables 5.1, 5.2, 5.3 and 5.4 illustrate the existing pump station firm
capacities, TCEQ requirements, and ultimate pumping capacity.
Table 5.1
* *Pump Station
Total
Rated *Operating Operating Firm
Year Capacity Capacity Capacity
GPM GPM MGD
Pearson BPS — Upper Pressure Plane
Pum 1
2250
2360
6.80
2
2250
2360
- Pump
Pump 3
2250
2360
Pearson BPS -- Lower Pressure Plane
Pum 1
3474
4600
19.90
Pump 2
3474
4600
Pump 3
3474
4600
Pump 4
3474
4600
T.W. Kin - Lower Pressure Plane
Purn 1
3474
4350
12.50
Pum 2
3474
4350
Pum 3
3474
4350
Total Pumping Capacity
39.20
Operating Capacity: Pumping capacitywhile operating against system pressure.
Total Operating Capacity: Capacity with largest pump out of service and operating
against system pressure.
Table 5.2
Existing Pump
Station Capacity
Pump Capacity (MGD)
TCEQ
Elevated
Required
Pressure
Existing
Storage
Elevated Storage
Minimum
Plane
Connections
(MG)
(gal /connection)
Total Capacity
(Total)
Lower
7,710
4.50
584
32.40
6.66
Upper
1,965
1.50
763
6.80
1.70
TCEQ Requirement: 0.60 GPM
/Connection
17
CITY OF SOUTHL4KE - WATER SYSTEM ANALYSIS 2412
Table 5.3
Table 5.4
Ultimate
1 11timate
eump Station
Capacity
! Requirements
Additional
Pump Capacity (MGD)
Existing Operating
Pressure Plane
Capacity Required
TCEQ
Capacity (MGD)
Estimated
Elevated
Required
Pressure
Build -out
Storage
Elevated Storage
Pearson Lower
Minimum
Plane
Connections
(MG)
(gal /connection)
Total Capacity
(Total)
Lower
9,946
6.00
452
34.23
8.59
Upper
2,486
1.50
603
8.55
2.15
Table 5.4
Ultimate
Required Pump Station
Capacities
Additional
Ultimate Capacity
Existing Operating
Pressure Plane
Capacity Required
Required MGD
Capacity (MGD)
(MGD)
Pearson Upper
8,55
6.80
1.75
Pearson Lower
16.70
19.90
0
T.W. King Lower
17.53
12.50
5.02
Total
42.78"
39.20
6.77
*Total ultimate pumping capacity is 1.25 times the peak day demand from Table 2.2
As shown in Table 5.5, the Pearson Road pumping station's low plane pumps have an
existing pumping capacity of 19.90 MGD. The build -out requirement for the lower
pressure plane is 19.90 MGD. Therefore the existing pumps are adequate for build -out.
The existing high pressure plane pumps at the Pearson Road facility must be upgraded in
the future. Currently, there are three pumps with an operating capacity of 6.80 MGD. In
the year 2015, each of the two low capacity pumps need to be replaced with higher
capacity pumps resulting in an operating capacity of 8.55 MGD to the high pressure plane.
This will provide the high pressure plane with 100% of the ultimate requirement of 8.55
MGD.
Table 5.5 also indicates the pumping requirements for the T.W. King Pump Station. As
shown, the existing pump operating capacity is 12.50 MGD. Two additional pumps will be
needed in the future to obtain an ultimate operating capacity of 17.51 MGD.
18
CITY OF SOUTHLAKE - WATER SYSTEM ANALYSIS 2012
Table 5.5
Capacity Pump Station ,
Required Additional Total
Pump Available Capacity Pump
Year Capacity* Capacity Required Capacity Improvement
MGD MGD MGD MGD
Pearson BPS - Higher
Pressure Plane
2012
6.74
6.80
0
6.80
2015
7.22
6.80
0.42
8.55
Change out impellers upsize motors and electrical
increase from 6.08 MGD to 8.55 MGD
2020
7.72
8.55
0
8.55
Build -out
1
8.55
1 0
1 8.55
Pearson BPS - Lower Pressure Plane
2012
14.44
19.90
0
19.90
2015
14.07
19.90
0
19.90
2020
15.05
19.90
0
19.90
Build -out
16.68
19.90
0
19.90
T.W. Kin g - Lower Pressure Plane
2012
12.50
12.50
0
12.50
2015
14.79
12.50
2.29
18.79
Add one or two 5.0 MGD pumps
2020
15.82
18.79
0
18.79
Build -out
17.55
18,79
0
18.79
Total Both Pum Stations - Both Pressure Planes
2012
33.68
39.20
0
39.20
2015
36.08
39.20
2.71
47.24
2020
38.59
47.24
0
47.24
Build -out
42.78
47.24
0
47.24
*Required pump capacity is 1.25 times the water system demand from Table 3.2, split between the two pump stations and two
pressure planes.
Each pumping station is currently providing service to the water system. Both stations
were designed so that additional pumps could be added, as required, to enable the
pumping capacity to meet or exceed the system demands.
19
CITY OF SOUTI-ILAKE - WATER SYSTEM ANALYSIS 2012
The following Figure 5.1 illustrates the existing pumping equipment at the Pearson Road
pump station.
Upper Pressure Plane
6.80 MGD Total
Capacity against
system pressure
(2 Pumps Operating)
Existing
2250 gpm
Pump
Existing
2250 gpm
Pump
Existing
2250 I Empty Spare
gpm Slot
Pump
19,90 MGO Total
Capacity against
system pressure
(3 Pumps Operating)
Pressure
Exalting Exsiting Exalting Exslting
3474 gpm 3474 gpm 3474 gpm. 3474 gpm
Pump Pump Pump Pump
Figure 5.1: Existing Pearson Road Booster Pump
Station Pumping Arrangement
Booster pump station,
Empty Spare I I Empty Spare I I Empty Spare I I Empty Spare
Slot Slot Slot Slot
12.54 MGD Total
Capacity against
system pressure
(2 Pumps Operating)
Empty Spare Existing Existing Existing
Slot 3474 gpm 3474 gpm 3474 gpm
Pump Pump Pump
Figure 5.2: T.W. King Booster Pump Station
Pumping Arrangement
20
CITY OF SOUTNLAKE - WATER SYSTEMANALYSIS 2012
The following Figure 5.3 illustrates the ultimate pumping equipment at the Pearson Road
pump station.
Upper Pressure Plane
8 55 MGD Total
Capacity against
system pressure
(2 Pumps Operating)
Future
3800 gpm
Pump
Future Future I Empty Spare
3804 gpm 3800 gpm Slot
Pump I I Pump
19.90 MGD Total
Capacity against
system pressure
(3 Pumps Operating)
Pressure
Exsiting Exsiting Exsiting Exsiting
3474 gpm 3474 gpm 3474 gpm 3474 gpm
Pump Pump Pump Pump
Figure 5.3: Ultimate Pearson Road Booster Pump
Station Pumping Arrangement
The following Figure 5.4 illustrates the ultimate pumping equipment at the T.W. King
Booster pump station
Emp sl Spare I Empty o pare I I Empty pare 1 I 3
Future
474 g p m ty
Slot
18.79 MGD Total
Capacity against
system pressure
(3 Pumps Operating)
Future Existing Existing Existing
14" gpm 3474 gpm 3474 gpm 3474 gpm
Pump Pump Pump Pump
Figure 5.4: T.W. King Booster Pump Station
Pumping Arrangement
21
CITY OF SOUTHLAKE -WATER SYSTEM ANALYSIS 2012
14
12
10
U'
8
cu
d 6
CL
A
'cy 4
M
CL
M
U
C. 2
a
a
0 i i
2010 2012 2014 2016 2018 2020 2022 2024 2026 2028 2030 2032
Year
— System Demand Curve Pump Capacity
Figure 5.5: Pumping Requirements for Pearson Road Station
High Pressure Plane
25
20
rr
cu
T 10
!L
N
V 5
3
3
O.
0
2010 2012 2014 2016 2018 2020 Year 022 2024 2026 2028 2030 2032
--*—System Demand Curve —m —Pump Capacity
Figure 5.6; Pumping Requirements for Pearson Road Station
Low Pressure Plane
04111,
SiUS 818!'.5�::'s� iJ4.i+ GY'i� SS�14 P,W • 3N.t���'.1.1 �'.�,�: ' ,
CITY OF SOJTHLQKE - WATER SYSTEMANALYSIS 2012
20
18
16
(g 14
-012
0
310
Cr
a>
8
CL
6
M
U 4
CL
3 2
IL
0
2010 2012 2014 2016 2018 2020 2022 2024 2026 2028 2030 2032
Year
— System Demand Curve f - Pump Capacity
Figure 5.7: Pumping Requirements for T.W. King Station
Low Pressure Plane
Ou
45
40
35
- 30
m
9 25
Cr
a)
20
15
CL
tM 10
CL
E 5
a 0
2010 2012 2014 2016 2018 2020, 2024 2026 2028 2030 2032
Cumulative System Demand Curve (Cumulative Pump Capacity
Pump Capacity - Pearson (High Plane) —x Pump Capacity - Pearson (Low Plane)
# Pump Capacity - T.W. King
Figure 5.8: Cumulative System Pumping Requirements
Low and High Pressure Plane
23
CITY OF SOUTHL4KE - WATER SYSTEMAMLYSIS 2012
SECTION 6,0:
DomesticlNon- Residential Requirements
The City's water system was analyzed for the 2012, 2015, 2020, and ultimate water
demands (2025). This analysis was performed on a computer using the program
WaterCAD version by Bentley Systems, Inc. software.
Due to variations in the terrain and ground elevations throughout the City, the City's water
system is split into two pressure planes. The majority of the City is served by the low
pressure plane, which is governed by the elevated storage tanks with an overflow
elevation of 801 feet. The remainder of the City is served by the high pressure plane with
an overflow elevation of 860 feet.
The model analysis can be structured to simulate any water demand on the system. if the
results indicate that there is adequate water pressure throughout the entire system, it is
assumed that the distribution system, which is either in place at the time, or is proposed in
the future, is adequate for that situation. The worst situation for analysis is the peak hour
condition. If the system can meet the peak hour flows, it can also meet any situation,
which may occur from a water system demand standpoint.
The model analysis results produce the pressures throughout the system. The goal of the
analysis is to determine if the system can maintain a minimum pressure of 35 PSI, while
providing the system with the peak hour demands.
If however, the analysis indicates inadequate pressure anywhere in the system, some
improveri,erit`fa' the` 'system will be required. Additional lines are added which are
indicated on the ultimate system plan, until the repeated analysis indicates that the low
pressure situation has been corrected. This process results in recommended lines, which
will be required prior to that particular frame of time.
Simulating the water demands of the 2012 peak hour with the existing distribution system
was the initial model run. A similar analysis was made of the peak hour demands for the
high and low pressure plane systems for 2012, 2015, 2020, and 2025 conditions. This
analysis was based upon the following system demands in Table 6.1. This analysis
24
CITY OF SOUTNLAKE - WATER SYSTEMANALYSIS 2012
indicates the need for additional water lines and looping of existing lines in the distribution
system.
Table 6.1
High and
Low Pressure Plane Demand Summary
Water Demands Water Demands
Peak Da Peak Hour
Low
High
Low
High
Pressure
Pressure
Pressure
Pressure
Year
Plane
Plane
Total
Plane
Plane
Total
2012
21.55
5.39
26.94
43.11
10.78
53.89
2015
23.39
5.89
29.27
46.77
11.77
58.54
2020
25.38
6.37
1 31.75
50.74
12.76
63.50
Ultimate
27.38
6.84
1 34.22
54.68
13.76
68.44
Fire Flow Requirements
The determination of the amount of Minimum Fire Flow Required (MFFR), or the minimum
flow rate necessary to provide sufficient water for fire protection, is dependent on many
factors which may vary throughout the City limits. Some factors that may affect the MFFR
include the following:
• Type of Construction (Noncombustible, Fire Resistive, etc.)
• Distance between Structures
• Square Footage of Structure
• Occupancy Classification (manufacturing, non - manufacturing, etc.)
• Sprinkled or Non- sprinkled Structures
There are several methods that have been developed by different agencies and
institutions to determine the MFFR for a particular facility. These methods consist of a
MFFR formula to represent the dependent factors mentioned above, as well as others not
listed. From a water system planning prospective, it would be very difficult to determine the
MFFR for all locations throughout the City for both the existing and future developments.
Even if this information was available, there most likely will be several areas throughout
the city that would not be economically feasible to provide the MFFR solely from the city's
water distribution system. At these locations, the owner(s) of the future development must
provide additional fire protection facilities, such as interior sprinkler facilities, and/or private
booster pumps to obtain the MFFR. In water system planning, the Public Works
Department, Fire department, and City Engineers should work together to mutually agree
25
CITY OF SOUTHL4KE - WATER SYSTEM ANALYSIS 2012
on a MFFR that not only adequately provides fire protection, but also is economically
feasible.
For the purposes of this water system study, we have determined the MFFR to be 1750
(GPM), and a minimum pressure of 20 PSI. Furthermore, we made other assumptions
necessary for the fire flow analysis. These assumptions are as follows:
1. Booster Pumps Active with Largest Pump Out -of- Service
2. Elevated Storage Tanks Approximately One -Half Full
3. Minimum Residual Pressure at Fire Flow Location = 20 (PSI)
4. Minimum Residual Pressure for System = 20 (PSI)
5. Fire Flow analysis during peak hour demand
We developed a computer model of the City's water system and with these assumptions,
analyzed the amount of fire flow available at water line intersection points or junction
nodes throughout the system. We performed this analysis on the existing system, as well
as the water system for 2015, 2020, and 2025 or (Ultimate build -out). We then compared
the results of the computer model for each of these years to the previously determined
MFFR. This comparison indicated several existing dead end lines that we recommend be
upgraded to a minimum size of 8" diameter. In addition, there are a few locations where
we recommend the construction of new water lines to provide a 'looped" system
necessary to obtain the MFFR. We also recommend pressure reducing valves (PRVs) be
installed at four locations between the high and low pressure planes. This will allow water
to flow from the low plane to the high plane if the pressure in the high plane becomes
lower than the pressure in the low plane during an emergency situation. This results in
vastly improved fire flow capacity in the high plane, since the low plane pumps and
elevated tanks will now be able to contribute during a fire flow event. In addition, the valves
may also allow for the upper plane to contribute to the lower plane under certain pressure
conditions. Exhibits 1.2 and 1.3 illustrate the improvement in fire flow protection that the
PRV valves will provide.
Distribution System Maps
The City's distribution system has been analyzed to determine what will be required from a
water distribution standpoint to provide adequate service to the potential water customers.
In the appendix there are Exhibits 1.2 through 1.5, which illustrate the distribution lines
required for the years 2012, 2015, 2020, and build -out. It was determined in the system
analysis that these additional lines will be necessary to meet minimum system pressures
and to provide fire protection.
26
CITY OF SOUTHLAKE - WATER SYSTEMANALYSIS 2012
Each map in the exhibits is color coded to indicate the lines and sizes, which should be in
place prior to the year indicated on the map. The City staff can use these maps for
planning purposes to budget for future water projects. It is recommended that the water
system model and analysis be updated every year to assure that new information
regarding upcoming development has not changed the need for new lines from the
previous studies. Also, if a new development, being commercial, industrial, or residential
is proposing to be constructed, the additional water system improvements should be
added to the computer model to determine the amount of domestic and fire flow available
at the proposed project location. The fire flow information should only be furnished to a
developer or owner with the understanding that the fire flow results are not guaranteed,
and it is the responsibility of the owner and the fire protection designer to determine the
facilities required in order to provide adequate fire protection for a particular project.
27
CITY UE SOUTHLAKE -WATER SYSTEMANALYSIS 2012
SECTION 7.0:
The City of Southlake has implemented mandatory water use restrictions and conservation measures,
including public education. Development of additional conservation measures is recommended. The
City has begun information gathering, on water reuse and additional supply alternatives. A second
phase of study of these options is recommended.
The City routinely monitors disinfection of water in the distribution system. Chloramine injection could
be an option if this monitoring indicates disinfection problems in the future. Consideration will be given
to property purchases when property becomes available in strategic locations for future water system
improvements. Consideration should be given to additional emergency interconnections with adjacent
water systems such as Trophy Club near T. W. Kinq Road and Feller near Davis Boulevard. These
emergency interconnects would likely require an amendment to the existing water supply agreement
with the City of Fort Worth.
The following Table 7.1 is a summary of the additional lines, pumps, and storage facilities, which will be
required in the future based upon the current land use plans and growth trends of the City of Southlake.
Any changes in those plans should result in a new analysis of the water system.
Table 7.1
Capital Improvement Plan Projects
Tier
1 1 -3 years)
8 1"
12"
16"
20"
Pumps 1
Project
WL
WL
WL
WL
Valves
Storage
No.
Description
FT
FT
FT
FT
1
PRV Valves between the Upper Lower pressure
4 - PRVs
lanes
2
Along N. Pearson from Booster Station to
2390
Johnson Road
3
Along S 114 from Town Center to N. White
8580
Chapel Blvd. Under Construction
2 3474GPM
5.0 MG
4
T.W. King Low Pressure Plane Pumps 1 Storage
Impellarl
5
Motors
Pearson - High Pressure Plane Pumps
2390 8580
Total
Capital Improvement r
Tier
2 (3 4 -6 years)
1.5 MG
6
New 1.5 MG Elevated at T.W. King Site
28
CITY OF SOUTHL4KE -WATER SYSTEMANALYSIS 2012
1680
years)
8" WL
12"
WL
7 Along SH 114 from Reserve St to S. Carroll
4350
Pumps 1
Valves_
Stora a
Project
No.
8 Along SH 114 from Briarwood Dr. to N. Carroll
3640
FT
FT
FT
9 Along SH 114 from Highland to White Chapel
505
Capital . •
Tier
10 Loop System from IHOP to Bank St.
2 (3 4 -6 years)
425
2280
11
Loo p System from Bent Wood to Ownby Lane
1070
1225
12
Loop System from Fox Glen Ct. to Ravenaux Ct to
Count side Ct.
2263
5100
13
Along Lonesome Dove Ave. / Burney Lane/ Lake
Dr.
1462
3690
14
Loop System along Bob Jones Rd. to Walnut
Brooks
Loop System from Austin Oaks Dr to south side
SH 114
4845
3590
15
Along E Highland from N Carroll to N Kimball Ave
Along SH 114 from N. White Chapel to W. Dove
Rd
5995
3900
16
Along Union Church and Pearson Ln. from FM
1938 to FM 1709
Along SH 114 from White Chapel to W Dove St.
2150
_
17
Along N. Peytonville from Concho Ct. to
5outhrid a Lakes Pk
Loop System W. Dove Rd. along SH 114 and
Sam School Rd
5170
18
Along Shady Oaks Dr. from W. Highland to W.
Dove
15975
2645
0
19
Along Randol Mill Ave. from Morgan to Roanoke
Dove Rd.
2067
2105
20
Along N. Carroll and Dove
4337
1162
21
Along E. Continental Ave. to Breezewa
3450
Add pumps at Caylor Tank or other water
supply/reuse options
6787
24072
Total
Capital • •
Tier 3 (6 7 to 18
years)
8" WL
12"
WL
16"
WL
20"
WL
Pumps 1
Valves_
Stora a
Project
No.
Description
FT
FT
FT
FT
2280
22
Loop System from S. White Chapel and White
Chapel Ct. to Silverwood Cir.
1225
23
Loop System from Lorch Meadow Ct to Harbor Ct.
5100
24
Loop System from N. White Chapel to Brooks Ct.
3690
25
Loop System from Austin Oaks Dr to south side
SH 114
3590
26
Along SH 114 from N. White Chapel to W. Dove
Rd
3900
27
Along SH 114 from White Chapel to W Dove St.
36$0
28
Loop System W. Dove Rd. along SH 114 and
Sam School Rd
15975
17160
0
Total
Non-Capital Improvement Plan Projects
2067
Loop System from Ashleigh Ln. to S. Carroll Ave.
4337
Loop System from Chapel Downs to Lake Wood
Dr. and SH 114
3450
Loop System SH 114 to Boulder Dr.
4635
Loop System from E. Highland to SH 114
14489
0
Total
29
C1TY OF SOUTHLAKE -WATER SYSTEM ANALYSIS 2042
Table 7.2
Project
Number
TIER 1 PROJECTS
.
1
PRV Valves between the Upper 1 Lower pressure plans
$134,400
2
16" WL along N. Pearson from Booster Station to Johnson Road
$420,793
3
1 20" WL along SH 114 from Towne Center to N. White Chapel Blvd.
$1,402,598
4
T.W. King Low Pressure Plane Pumps 1 Storage
$4,858,560
5
Pearson - High Pressure Plane Pumps
$336,000
6
TIER 9 COSTS
TIER 2 PROJECTS
1.5 MG Elevated at TW King Site
$7,152,359
$2,929,920
7
12" WL along SH 114 from Reserve to S. Carroll
$167,274
8
12" WL along SH 114 from Briarwood Drive to N. Carroll
$480,077
9
1 12" WL alon SH 114 from E. Highland St. to White Chapel Blvd.
$362,584
10
8" WL loop system from HOP to Bank St.
$45,790
11
8" WL loops stem from Bent Wood to Ownby Lane
$56,549
12
8" WL loop system from Fox Glen Ct. to Ravenaux Ct. to Countryside
Ct.
$94,389
13
1 8" WL along Lonesome Dove Ave. l Burney Lane 1 Lake Dr.
$301,106
14
8" WL loop system along Bob Jones Rd. to Walnut Brooks
$182,203
15
12" WL along E. Highland from N. Carroll to N. Kimball Ave.
$696,750
16
12" WL along Union Church and Pearson Lane from FM 1938 to FM
1709
$_862_ ,129
17
12" WL along N. Peytonville From Concho Ct. to Southridge Lakes
Parkway
$309,187
18
12" WL along Shady Oaks Drive From Highland to W. Dove
$743,487
19
12" WL along Randol Mill Ave. From Morgan to Roanoke Dove Rd.
$380,372
20
12" WL along N. Carroll and Dove
$302,716
21
12" WL along E. Continental Ave to Breezeway
$167,105
Additional Supply Ca for and/or TRA
TBD
22
TIER 2 COSTS
PROJECTS TIER 3
8" WL loop system from S. White Chapel and White Chapel Ct. to
Silverwood Ct.
$8,081,639
$210,228
23
8" WL loop system from Lorch Meadow Ct. to Harbor Ct.
$110,074
24
8" WL loops stem from N. White Chapel to Brooks Ct.
$691,085
25
8" WL loop system from Austin Oaks Dr. to south side SH 114
$569,426
30
CITY OF SOUTHLAKE - WATER SYSTEM ANALYSIS 2012
26
P TIER 3
20" WL along SH 114 from N. White Chapel to W. Dove Rd.
$581,347
27
12" WL along SH 114 from White Chapel to Dove St.
$383,040
28
8" WL loop system from W. Dove Rd. along SH 114 and Sam School
Rd.
$321,243
TIER 3 COSTS
Total CIP Cost
$2,866,443
��
NON - CAPITAL IMPROVEMENT PLAN PROJECTS
1A
8" WL loops stem from Ashley Lane to S. Carroll Ave.
$177,795
2A
8" WL loop system from Chapel Downs to Lake Wood Dr. and SH
114
$551,803
3A
8" WL loop system from SH 114 to Boulder Dr.
$474,970
4A
8" WL loop system from E. Highland to SH 114
$666,550
Total Non -GIP Cost
$1,871,118
Total CIP and Non CIP Cost
$19,971,551
31
CITY OF SOUTH LAKE- - WATER SYSTEM ANALYSIS 2012
APPENDIX
32
Item 4C Approve Amendment No. 1 to the Engineering Agreement with
TranSystems, Inc. for FM1938 Phase 2 landscaping design in the
amount of $57,000
FM 1938 is a joint project with the Cities of Southlake and Keller, the
Town of Westlake, Tarrant County, the Texas Department of
Transportation (TxDOT), and the Regional Transportation Council
(NCTCOG — RTC).
The Cities of Southlake and Keller, the Town of Westlake, and
Tarrant County agreed to provide design engineering services and
right of way to TxDOT for the project. This amendment to the
engineering contract is for incorporating the Urban Design Study
the FM1938 corridor within the city of Southlake.
The original professional services agreement (design contract) in the
amount of $745,000 was approved by the City Council in October
2007. The original contract included a schematic landscape design
which was approved by the City Council in November, 2010.
Contract Amendment No. 1 with TranSystems is for the development
and documentation of the approved schematic design for a series of
landscape, hardscape, and site additions for the streetscape and
entry development of FM1938 Phase 2, from FM1709 to the
connection of the roadway in Phase 1 at the existing Randol Mill
bend.
The construction plans for FM1938 Phase 2 will include the following
items:
• Entry monuments, per the approved schematic design
• Secondary icon /markers at identified corners
• Amenity pockets at appropriate locations
• Sidewalk connectivity along the length of the corridor
• Landscape and irrigation improvements within the medians
and parkways
The proposed amendment brings the total engineering design cost
for the FM1938 Phase 2 Project to $987,440.
Contract
Amount
Original Contract (Oct 2007) $ 745,000
Amendment No. 1 (April 2012) 57,000
Total Contract
$987,400
Design plans are currently nearing 90'%. The schedule going forward
anticipates that construction will begin in FY2015.
Contact Bob Price with questions on this item.
Q1 SOUTHLAKE
SPIN MEETING REPORT
CASE NO.
PROJECT NAME
SPIN DISTRICT:
MEETING DATE:
MEETING LOCATION:
Ordinance No. 1032
Water System Master Plan
Citywide
April 23, 2012; 6:00 PM
1400 Main Street, Southlake, TX
Training Rooms 3A — 3B
TOTAL ATTENDANCE: Fourteen (14)
• SPIN REPRESENTATIVE(S) PRESENT: None
• CONSULTANTS PRESENT: Derek Cheatham & Nelson Lucius; Neel — Schaffer,
Cheatham & Associates
• STAFF PRESENT: Bob Price, Director of Public Works; Ken Baker, Director of Planning
& Development Services; Gordon Mayer, Deputy Director of Public Works and City
Engineer; Steve Anderson, Civil Engineer; and, Lorrie Fletcher, Planner I
STAFF CONTACT: Lorrie Fletcher, Planner I, (817)748 -8069; Ifletcher @ci.southlake.tx.us
EXECUTIVE SUMMARY
Details
• The Southlake 2030 Water, Waste Water & Storm Water Committee has finished its
work on the water element of this plan and has made the recommendation that City
Council consider approval of the three elements (1: water; 2: waste water and 3: storm
water) separately. As such the water element has been completed and is ready for
formal approval. Adopting the plan in FY 2012 provides staff and City Council the ability
to use the plan as a guide for funding recommendations for FY 2013 and move forward
next fiscal year on the development of the water conservation plan.
The following is a summary of recommendations presented at SPIN:
• Pressure reducing valves
• Connection from Pearson Pump Station to Johnson Road
• 20" waterline from N. White Chapel to Town Square
• T.W. King pump station upgrades
• Pearson Rd. pump station upgrades
• Tier II and Tier III projects
QUESTIONS / CONCERNS
• Do the green lines just serve Southlake?
o No, through cooperation agreements, it is shared with Keller and Westlake
• What is Southlake's disposition on private wells? Support or resistance?
o Currently, private wells are allowed. Deep wells can be expensive. We have seen
the aquifer get depleted which has caused some issues. Ground water is not
currently regulated for irrigation purposes. The County has registration
requirements in place for drilling wells. No restrictions in Southlake at this time.
• Will Southlake consider promotions or tax incentives?
o Not currently — water re -use may become a viable source for irrigation.
• If your pressure is low, what would that mean?
o Sometimes pressure is lowered by extended use of the elevated tanks; land
elevation changes can also cause pressure changes. We can test for low
pressure problems.
• How is it that we went into water restrictions before Keller if we share the same line?
o It wasn't necessarily the amount of water we were using, it was the amount in
such a short period of time. This caused the elevated tanks to empty faster. The
30" line will help with distribution.
• When will that project be completed?
o We anticipate completion by February 2013.
• Southlake sits on Lake Grapevine; what significance does that have?
o None — we do not have rights to Lake Grapevine. University & Highland Park
own those rights... the City of Grapevine does not have rights to sell.
• Will our conservation measures have to meet with Ft. Worth's plan?
o Yes, we have 90 days to comply with any water conservation Ft. Worth enacts.
• Is enforcement a part of this conservation plan?
o What we are hoping is that residents will modify their behavior. The intent is not
to write citations... changes need to be made in the way we use water — Smart
Use.
• What about incentive plans?
o We have discussed a tier grade structure — use more, pay more.
• Has the city considered balance between supply and growth?
o Yes, the 30" line will help. The state is talking about future regulations but that
may not happen for 20 years. We do not anticipate a short -fall that warrants
limiting development. The Land Use Plan dictates maximum residential and
commercial. We have a good idea of what we will have at build -out. The Land
Use Plan is completed first and dictates all other comprehensive plans.
I remember talk a while ago about a large supply line at the city northern border.. is that
still happening?
• Not that I'm aware of... possibly the one coming down Hwy 377. Westlake at one
time discussed a plan.
• It's been a while.. about 20 years ago.
SPIN Meeting Reports are general observations of SPIN Meetings by City staff and SPIN Representatives. The
report is neither verbatim nor official meeting minutes; rather it serves to inform elected and appointed officials, City
staff, and the public of the issues and questions raised by residents and the general responses made. Responses as
summarized in this report should not be taken as guarantees by the applicant. Interested parties are strongly
encouraged to follow the case through the Planning and Zoning Commission and final action by City Council.