R2021-171 2021-08-09ST:
RESOLUTION NO. R2021-171
A Resolution of the City Council of the City of Pearland, Texas, approving the
Water Model Master Plan as a planning tool to complement and enhance the
use of the City's Comprehensive Plan.
WHEREAS, the City Council desires to set goals, objectives, policies, and criteria for
Pearland's physical growth; and
WHEREAS, the Water Model Master Plan is intended to serve as a planning tool for use
of the Comprehensive Plan; now, therefore,
BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS:
Section I. That the City Council approves the Water Model Master Plan attached hereto
as Exhibit "A".
PASSED, APPROVED, and ADOPTED on this the 9th day of August 2021.
EVIN C E
MAYOR
1'i
,--T'OAN, TRMC, CMC
CI Y SECRETARY
aw_
DARRIN M. COKER
CITY ATTORNEY
raft.
PEARLAND
ARDURRA
i *i
i
SUNIL KOMMINENI j
Iij -b 1167 , •r
ICI .0 •. I/: to y
Go •A I,
Project Team
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ARDURRA
City of Pearland
Water Master Plan
CITY OF PEARLAND
WATER MASTER PLAN
Prepared for:
City of Pearland
3501 E Orange St
Pearland, TX 77581
Prepared by:
KIT Professionals Inc.
2000 W Sam Houston Parkway S
Suite 1400
Houston, Texas 77042
Tel (713) 783-8700
August 2019
Texas Registered Engineering Firm F-4991
This document is intended only for the use
of the individual or entity for which it was
prepared and may contain information that
is privileged, confidential and exempt from
disclosure under applicable law. Any
dissemination, distribution or copying of this
document is strictly prohibited.
LIPP
City of Pearland
Water Master Plan
/\\e/
ARDURRA
Sunil Kommineni, PhD, P.E., BCEE Jeff Peters, P.E.
Technical Lead Technical Advisor
Justin Bartlett, PhD, P.E. Yue Sun, P.E.
Alternatives Assessment Alternatives Costing
Sam Greivell, EIT Anjali Paithankar, P.E.
Modeling/GIS Specialist Conceptual Cost Opinions
Jose Porro, PhD, P.E. (NY)
Senior Modeler
Yatra Dhruv, MBA, MIS
GIS/Data Analyst
Bharath Ramalingam, P.E.
CIP/Future Considerations
ARDURRA GIS
ii
City of Pearland
Water Master Plan
Contents
Section 1 Introduction 1-1
1,1 Background 1-1
1.2 Objectives 1-1
1.3 Water Service Area 1-1
1.4 Data Sources 1-6
Section 2 Existing Water System Infrastructure 2-1
2,1 System Overview 2-1
2.2 Water Supply and Pumping Capacity 2-1
2.3 Storage Capacity 2-3
2.4 Distribution System 2-4
Section 3 Water Supply and Demand Analysis 3-1
3.1 Historical Water Production 3-1
3.2 Unaccounted-for Water 3-3
3.3 Population Projections 3-4
3.4 Demand Projections 3-4
3.5 Land Use Plan 3-5
3.6 Spatial Allocation of Future Water Demands 3-7
3.7 Water Supply and Demand Scenarios 3-12
Section 4 EPS Water Model Development 4-1
4.1 Modeling Software 4-1
4,2 Integration of City GIS Pipeline Data 4-1
4.3 Infrastructure Verification 4-3
4.4 Connection of Water Plants to Pipe Network 4-4
4.5 Water Demand Allocation 4-6
4.6 Model Calibration 4-7
4.7 Model Scenario Management 4-8
Section 5 Existing System Analysis 5-1
5.1 Planning and Evaluation Criteria 5-1
5.2 Existing System Pressures and Hydraulic Grade 5-1
5.3 Existing System Fire Flow Analysis 5-5
5.4 Existing System Pipeline Evaluation 5-9
5.5 Existing System Storage Evaluation 5-11
5.6 Existing System Water Quality Results 5-11
/
ARDURRA��� iii
City of Pearland
Water Master Plan
Section 6 Future System Analysis 6-1
6.1 Supply and Demand Development 6-1
6.2 Dual Pressure Plane Operational Philosophy 6-5
6.3 Future System Pressures and Hydraulic Gradient 6-7
6.4 Future System Pipeline Evaluation 6-10
6.5 Future System Storage Evaluation 6-12
6.6 Future System Fire Flow Analysis 6-13
6.7 Future System Water Quality Results 6-15
6.8 Alternative Capacity Requirement Analysis 6-18
Section 7 Capital Improvement Plan 7-1
7.1 Cost Assumptions 7-1
7.2 5-Year CIP 7-2
7.2.1 Supply Capacity Improvements 7-3
7.2.2 Water Plant Reliability Improvements and Rehabilitation 7-4
7.2.3 Distribution System Waterline Improvements 7-5
7.2.4 Systemwide Planning and Optimization Projects 7-6
7.3 10-Year CIP 7-7
7.3.1 Supply Capacity Improvements 7-7
7.3.2 Distribution System Waterline Improvements 7-8
7.3.3 Systemwide Planning and Optimization Projects 7-8
7.4 Capital Improvement Plan Overview 7-8
Section 8 Future Considerations 8-1
8.1 ETJ/Annexations 8-1
8.2 Regional Water Provider 8-4
8.3 Groundwater Reduction Program 8-4
Appendices
Appendix A City of Pearland Water Plant Infrastructure Data
Appendix B Model Calibration Results
Appendix C Alternate Capacity Requirements Approval Letter
Appendix D Capital Improvement Project Cost Tables
ARDURRA
iv
City of Pearland
Water Master Plan
List of Tables
Table 2-1: Groundwater Plant Supply and Pumping Capacity 2-3
Table 2-2: Surface Water Receiving Station Supply and Pumping Capacity 2-3
Table 2-3: Repump Station Pumping Capacity 2-3
Table 2-4: Ground Storage Capacity 2-4
Table 2-5: Elevated Storage Capacity 2-4
Table 2-6: Distribution System Pipelines Inventory 2-6
Table 3-1: Planning GPCD Factors 3-2
Table 3-2: Unaccounted-for Water Calculation 3-3
Table 3-3: Land Use Water Demand Factors 3-7
Table 3-4: Future Water Supply Options 3-13
Table 3-5: Supply and Demand Scenarios 3-13
Table 4-1: C-Factor Criteria 4-2
Table 4-2: Model Naming Conventions 4-5
Table 4-3: Model Scenario Alternatives 4-8
Table 4-4: Planning Model Scenarios 4-9
Table 5-1: Planning and Evaluation Criteria 5-1
Table 5-2: Fire Flow Demands 5-5
Table 5-3: Fire Flow Analysis Results 5-8
Table 5-4: Existing and Recommended Storage 5-11
Table 6-1: Pearland SWTP Flow Distributions 6-1
Table 6-2: SWTP Transmission Lines Pressures and Water Ages 6-3
Table 6-3: Dual Pressure Plane Supply and Demand 6-4
Table 6-4: Existing and Recommended Storage 6-12
Table 6-5: Planned Ground Storage 6-12
Table 6-6: Fire Flow Analysis Results 6-15
Table 6-7: ACR Requirements 6-18
Table 7-1: 5-Year CIP Project Cost 7-3
Table 7-2: 10-Year CIP Project Costs 7-7
Table 7-3: Implementation Schedule 7-11
Table 8-1: Developed ETJ Area Water Infrastructure Capacities 8-4
Table 8-2: Subsidence District Maximum Annual Groundwater Withdrawals 8-6
Table 8-3: Future Groundwater Withdrawal Needs 8-6
ARDURRA 1116.1
City of Pearland
Water Master Plan
List of Figures
Figure 1-1: City and ETJ Area Limits Map 1-2
Figure 1-2: Water Service Area Map 1-4
Figure 1-3: Water Service Area Elevation Map 1-5
Figure 2-1: Key Existing Water Infrastructure 2-2
Figure 2-2: Pipeline Diameter Map 2-5
Figure 2-3: Pipeline Material Map 2-7
Figure 2-4: Pipeline Age Map 2-8
Figure 3-1: Historical Daily Water Production (Jan. 2015 —Jul. 2018) 3-1
Figure 3-2: Historical Annual Maximum, Average, and Minimum GPCD Factors 3-3
Figure 3-3: Projected Population Growth within City Limits 3-4
Figure 3-4: Water Demand Projections 3-5
Figure 3-5: Land Use Plan 3-6
Figure 3-6: 2018 Maximum Day Water Demand Heat Map 3-9
Figure 3-7: 2023 Maximum Day Water Demand Heat Map 3-10
Figure 3-8: 2030 Maximum Day Water Demand Heat Map 3-11
Figure 3-9: Systemwide Supply and Demand (2018-2030) 3-12
Figure 4-1: Major Steps of EPS Water Model Development 4-1
Figure 4-2: Series Pipe Merging 4-3
Figure 4-3: Branch Collapsing 4-3
Figure 4-4: Key Water Infrastructure Data Collected and Included in the Model 4-4
Figure 4-5: Typical Groundwater Plant Schematic 4-5
Figure 4-6: Demand Aggregation Polygons 4-6
Figure 4-7: Diurnal Demand Patterns 4-7
Figure 5-1: 2018 EPS Water Model Maximum Day Conditions Minimum Junction Pressures 5-2
Figure 5-2: 2018 EPS Water Model Maximum Day Conditions Average Hydraulic Gradient 5-4
Figure 5-3: Fire Flow Junction Locations 5-6
Figure 5-4: Existing System Maximum Day with Fire Flow Demand Pressure Map 5-7
Figure 5-5: Existing System Maximum Day Pipe Head Loss Gradient 5-10
Figure 5-6: Existing System Water Age Map 5-12
Figure 5-7: Existing System Zones of Influence Map 5-13
Figure 6-1: SWTP Integration Map 6-2
Figure 6-2: Surface Water Flow Distribution and Dual Pressure Plane Configuration 6-6
Figure 6-3: 2030 EPS Water Model Maximum Day Conditions Minimum Junction Pressures 6-8
Figure 6-4: 2030 EPS Water Model Maximum Day Conditions Average Hydraulic Gradient 6-9
Figure 6-5: 2030 Pipeline Head Loss Gradient 6-11
/
ARDURRA ,��� 1 vi
City of Pearland
Water Master Plan
Figure 6-6: 2030 Fire Flow Condition Minimum Pressures 6-14
Figure 6-7: 2030 Average Water Age 6-16
Figure 6-8: 2030 Zones of Influences 6-17
Figure 6-9: Existing and Projected Elevated Storage Requirements 6-18
Figure 7-1: Planned Pipeline Projects 7-9
Figure 7-2: Planned Water Supplies 7-9
Figure 7-3: Planned Storage Facilities 7-10
Figure 8-1: ETJ Population Projection 8-1
Figure 8-2: City and ETJ Maximum Day Water Demand Projections 8-2
Figure 8-3: Pearland ETJ Communities 8-3
Figure 8-4: Subsidence District Regulatory Areas 8-5
ARDURRA
[IT
vii
City of Pearland
Water Master Plan
List of Abbreviations
AACE Association for the Advancement of Cost Engineering
CIP Capital Improvement Plan
City City of Pearland
COH City of Houston
EPS Extended Period Simulation
EST Elevated Storage Tank
ETJ Extraterritorial Jurisdiction
FCV Flow Control Valve
ft Feet
GCPD Gallons per Capita per Day
gpm Gallons per Minute
GST Ground Storage Tank
GW Groundwater
HGAC Houston -Galveston Area Council
hr Hour's
in inches
MG Million Gallons
MGD Million Gallons per Day
OH Overhead
PRV Pressure Regulating Valve
PS Pump Station
psi Pounds per Square Inch
PVC Polyvinyl Chloride
RPM Rotations per Minute
SCADA Supervisory Control and Data Acquisition
SCR Shadow Creek Ranch
SH State Highway
SW Surface Water
SWTP Surface Water Treatment Plant
AD RA Kill
viii
TCEQ
TDH
TWDB
UFW
WP
ARDURRA
Texas Commission on Environmental Quality
Total Dynamic Head
Texas Water Development Board
Unaccounted-for Water
Water Plant
[IT
City of Pearland
Water Master Plan
ix
City of Pearland
Water Master Plan
Section 1 Introduction
This section discusses background, objectives, water service area, and data sources reviewed and
applied in the development of this Water Master Plan.
1.1 Background
The City has experienced explosive growth in the past 20 years, with its population more than
tripling. According to the US Census Bureau, Pearland currently ranks as the 10th fastest growing
mid -sized city in the nation. As the City's population grows rapidly, so does its water
consumption. To ensure that the growth does not outpace available water supply, the City
initiated a Surface Water Treatment Plant (SWTP) project that will provide additional water
supply by 2023. Concurrently, the City authorized the development of a Water Master Plan to
ensure optimal integration of the new water source into the distribution system and identify
improvements for water pumping, storage, and distribution to meet the needs of future
population growth and demands.
1.2 Objectives
The key objectives of the Water Master Plan as follows:
• Provide system resiliency and reliability
• Ensure water supply security
• Assist with water quality management
• Deliver consistent water pressure and continued level of service to customers
• Provide plan for future water supply integration
1.3 Water Service Area
The City is located just south of the City of Houston. It is primarily in Brazoria County, but smaller
areas of its city limits are also located in Fort Bend and Harris Counties. The City has
Extraterritorial Jurisdiction (ETJ) over some area contiguous to its City limits. The City and ETJ
area limits are shown in Figure 1-1.
A D RA GIB
1-1
• Anderson Road
McHard Road
rammel-Fresno Roa
1 _.
M 2234
Fellows Road
Broadway Street
City Limits
ETJ Area Limits
McHard Road
Northfor
.
Brookside Road
m
A
a_
0
0
Q
West Br Street
Figure 1-1
Magnolia Street
Bailey Road
City of Pearland and ETJ Area Limits
wgti
7\\,/
ARDURRA
KIT Professionals, Inc.
City of Pearland
Water Master Plan
The City's water distribution system supplies potable water to over 30,000 residential and
commercial customers within its water service area. The water service area generally follows the
City limits with a few exceptions. Notably, Pearland MUD 1 is excluded from the water service
area, while a portion of Pearland's ETJ area between Stone Road and Max Road is served by the
water system. Figure 1-2, Water Service Area, shows the boundaries of the water service area.
The area of highest elevation in the water service area is the southwest corner, directly south of
the Shadow Creek Ranch (SCR) Water Plant (WP). This area has an average elevation of 65 feet
(ft). The area of lowest elevation is in the southeast corner of the water service area, just east of
the 518 WP. This area has an average elevation of 32 ft. The land elevation generally slopes from
west to east, with a total elevation difference of over 30 ft. The elevations of the water service
area are shown in Figure 1-3.
A D RA GIB
1-3
• Anderson Road
Fellows Road
McHard Road
rammel-Fresno Roa
Water Service
Area
p City Limits
ETJ Area
CI Limits
South Sam Houston Tollway
Magnolia Street
Figure 1-2
City of Pearland
Water Service Area
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ARDURRA
KIT Professionals, Inc.
Anderson Road
FM 2234
S T
o c
South Sam Houston Tollway•; _ : + d9 N
Road 7 -"
o Fellows 0 co o ova
a��.:.... o ram.
o a p7 e�d� ��°r 0 0.5 1
Q 0 Brookside Road
o. K , Miles
a -c>�
N1cHard Road ��� , o er
McHard Road �`JY
1 m� OZ 1�+ ��' roc Odd
cok
o xi
v n = O 5 � J�� tC�
0. N a)Q :o a)
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m L2 Hughes Ranch Road o ° o cD
.. m ' a cocn
— Um
Jf,
m n
We _. dway Street
Croix Road
li•'
Southfor/r0r1
s
0 Water Service Elevation (ft)
Area High : 70
Low : 30
Magnolia Street
Bailey Road
�l'
r-y�-3• 1
f
Figure 1-3
City of Pearland
Water Service Area Elevation Map
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ARDURRA
KIT Professionals, Inc.
City of Pearland
Water Master Plan
1.4 Data Sources
The following data sources for the City were used in the development of the Extended Period
Simulation (EPS) Water Model and the Water Master Plan:
• Geographic Information System (GIS) Spatial Data
• Customer Meter Consumption Data
• Water Plant Production Data
• Supervisory Control and Data Acquisition (SCADA) System Data
• Water Plant Record Drawings
• 2019 — 2023 City Water System Capital Improvement Program
• 2015 City Comprehensive Plan
• Historical Water System Connection Counts
• Water Plant Site Visit Field Observations and Operations Staff Inputs
• Fire Hydrant Flow Test Data
• Potable Water Well Pump Test Data
• Booster Pump Manufacturer's Pump Curves
• System Operations Setpoints from City's Operations Plan
• Compliance and Nitrification Monitoring Water Quality Data
• Houston -Galveston Area Council (HGAC) Current and Future Land Use Dataset
A D RA GIB
1-6
City of Pearland
Water Master Plan
Section 2 Existing Water System Infrastructure
This section discusses the existing water supply and pumping capacity, storage facilities, and
details of the pipelines making up the distribution system.
2.1 System Overview
The City's water system includes 540 miles of pipeline, ranging in diameter from 2 to 30 inches.
Twelve (12) water plants supply the system with potable water, with ten (10) plants supplying
groundwater, and two (2) plants supplying surface water purchased from the City of Houston.
The system is also served by one (1) re -pump station. The key infrastructure of Pearland's water
system is shown in Figure 2-1.
2.2 Water Supply and Pumping Capacity
Ten (10) water plants supply groundwater that has been disinfected into the system. The
capacity of the groundwater wells and booster pumps at these plants are shown in Table 2-1.
The total capacity of the City's groundwater plants is 18.4 million gallons per day (MGD).
Two (2) water plants supply the system surface water purchased from the City of Houston. The
capacities of the contracted water supply and booster pumps at these plants are shown in Table
2-2. The total capacity of plants that supply surface water is 16 MGD.
The system is also served by one (1) re -pump station. The pumping capacity of the re -pump
station is shown in Table 2-3. The pumping capacity of the Green Tee re -pump station is 1.4 MGD.
A D RA GIB
2-1
SHADOW CREEK
(2) 1.7 MG GST
BP: 8000 GPM
Supply: 4167 GPM
FM 2234
SOUTHDOWN
0.5 MG GST
0.129 MG GST
BP: 2500 GPM
Supply: 1235 GPM
rs1
V
3 illkP .�
KIRBY
1 MG EST
1 MG GST
BP: 5400 GPM
Supply: 2122 GPM
0
0
CD
1 r
roix Road
JIJ
Ill
3
0
❑ Water Plant Pipeline Diameter (in)
❑ City Water Service Area
6-8
10 - 12
�16-30
COUNTRY PLACE
0.5 MG GST
BP: 2750 GPM
Supply: 1215 GPM
W
0
—
D
4/0
r'hfork Drive
°rive
0 a
o m
mMorgar'qo
3D
0
Baffle
CULLEN
1 MG EST
0.60 MG GST
BP: 4500 GPM
Supply: 1251 GPM
Tway
GARDEN
0.43 MG GST
BP: 4500 GPM
Supply: 1191 GPM
MCLEAN
0.5 MG EST
0.5 MG GST
BP: 1200 GPM
Supply: 641 GPM
I
Biley ROE
Figure 2-1
MAGNOLIA
0.5 MG GST
BP: 2400 GPM
Supply: 1063 GPM
City of Pearland
Key Existing Water Infrastructure
SOUTHEAST
1 MG EST
1 MG GST
BP: 4500 GPM
Supply: 1973 GPM
ALICE
0.5 MG EST
5 MG GST
BP: 10500 GPM
Supply: 6944 GPM
,e\‘3,ghes Road o
LIBERTY
0.5 MG EST
0.46 MG GST
BP:2500 GPM
Supply: 1366 GPM
ARDURRA
W E:e
GREEN TEE
0.21 MG GST
BP: 1000 GPM
J0
oc
518
0.46 MG GST
BP: 3000 GPM
Supply: 765 GPM
LIPP
KIT Professionals, Inc.
City of Pearland
Water Master Plan
Table 2-1: Groundwater Plant Supply and Pumping Capacity
Water Plant
Well Capacity
(MGD)
Booster Pump Firm
Capacity (MGD)1
Supply Capacity
(MGD)
Garden
1.72
4.32
1.72
McLean
0.92
0.86
0.86
Country Place
1.75
2.52
1.75
Cullen
1.80
4.32
1.80
518
1.10
2.88
1.10
Kirby
3.06
5.18
3.06
Liberty
1.97
2.52
1.97
Magnolia
1.53
2.38
1.53
Southdown
1.78
2.16
1.78
Southeast
2.84
4.32
2.84
Total
18.50
31.46
18.40
Table 2-2: Surface Water Receiving Station Supply and Pumping Capacity
Water Plant
Contract Capacity
(MGD)
Booster Pump Firm
Capacity (MGD)
Supply Capacity
(MGD)
Alice
10.0
10.0
10.0
SCR
6.0
8.6
6.0
Total
16.0
18.6
16.0
Table 2-3: Repump Station Pumping Capacity
Water Plant
Pumping Capacity
(MGD)
Green Tee
1.4
Total
1.4
2.3 Storage Capacity
The City's water system includes 14.4 million gallons (MG) of ground storage and 4.5 MG of
elevated storage capacity, with total system storage of 18.9 MG. All storage facilities are located
at the City's water plants. Table 2-4 has a summary of the ground storage capacity at each water
plant, and Table 2-5 has a summary of the elevated storage capacity. Figure 2-1 shows the
locations of all elevated and ground storage facilities serving the City's water system.
Note: 1 Firm capacity is the capacity of the booster pumps excluding the largest capacity pump.
ARDURRA 1 GIB
2-3
City of Pearland
Water Master Plan
Table 2-4: Ground Storage Capacity
Water Plant
Existing Capacity (MG)
518
0.5
Alice
5.0
Country Place
0.5
Cullen
0.6
Garden
0.4
Green Tee
0.2
Kirby
1.0
Liberty
0.5
Magnolia
0.5
McLean
0.2
Shadow Creek
3.4
Southdown
0.5
Southdown
0.1
Southeast
1.0
Total Volume
14.4
Table 2-5: Elevated Storage Capacity
Water Plant
Existing Capacity (MG)
Alice
0.5
Cullen
1.0
Liberty
0.5
McLean
0.5
Southeast
1.0
Kirby
1.0
Total Volume
4.5
2,4 Distribution System
The City's water system includes 540 miles of pipelines, ranging in diameter from 2 to 30 inches.
Pipeline diameters are displayed in Figure 2-2. The primary pipeline materials include plastic or
polyvinyl chloride (PVC), transite, and ductile iron. Most distribution system pipelines are PVC,
and City has an ongoing transite pipe replacement program that is replacing transite pipes with
PVC pipes. A detailed inventory of the distribution system pipelines of 6-inch and larger diameters
is given in Table 2-6. This table shows pipe lengths in linear feet. Additionally, a map of pipeline
materials is shown in Figure 2-3. The installation dates of the distribution system pipelines range
from the 1960s to the 2010s. Pipe ages are shown in Figure 2-4.
/
ARDURRA /
2-4
FM 2234
SCR WP
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11
11,
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11
n Tollway
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ghes Ranch Roa
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9-1
rthfork Drive
92"
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0
Baile
m
0
0
11
16"
Broo
side
12"
0
Gardena,
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03
Ell`
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2"
11
1
1
16"
Go
12"
8"
8'
L03
12".
McLean WP
0-
0
0
v
11
10"
12"
(I
12' 8•
Biley Roa
•
1
.1
12"
16.. 10-' L20
Alice WP
12"
1
12.. 12"
I
••
11
12"
11
8"
I.
110' o
la 16
T
ct,
•
•
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Magnolia
WP
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ti
Southeast WP
6"
11
I--r I— 1— L J I
12"
I()
vt
8"
8 ••
?..
ed
\3ghes Road o
Liberty4 —8"
„141137s.
10"
\J12 :.�-
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0 0.5 1
Miles
ate'
tco
c0
Green Tee WP
vr/
❑ Water Plant
❑ Water Service Area
Pipeline Diameter (in)
6-8
10 - 12
�16-30
Figure 2-2
City of Pearland
Water Transmission and Distribution
Pipeline Diameter Map
/\\/
ARDURRA
LIPP
KIT Professionals, Inc.
City of Pearland
Water Master Plan
Table 2-6: Distribution System Pipelines Inventory
Pipe
Diameter
Transite
Ductile Iron
PVC
Total
Percent of
Total Pipe
Length
(in)
(Linear feet)
6
158,900
1,900
217,200
378000
15.2%
8
98,300
900
1,250,900
1,350,200
54.2%
10
18,700
700
27,500
46,900
1.9%
12
10,200
1,500
421,600
433,300
17.4%
16
11,200
18,400
201,800
231,500
9.3%
18
--
800
--
800
0.1%
20
2,200
32,600
34,800
1.4%
24
--
300
7,800
8,100
0.3%
30
--
100
5,800
5,900
0.2%
Total
297,300
26,800
2,165,200
2,489,500
--
Percent
12%
1%
87%
A D RA GIB
2-6
0
i
`tT
FM 2234 SCR WP
Fellows Road
CO
r
❑ Water Service Area
0 Water Plant
KirbyWP
■
3
0
0
roix Road
41} 'J
Pipeline Material
PVC
Transite
Ductile Iron
Country
Place WP
rt'fork Drive
°rive
soa
N MOrgar�m
0
Q
Baffle
Brookside
Cullen WP
Figure 2-3
City of Pearland
Water Transmission and Distribution
Pipeline Material Map
Magnolia WP
N
W E%e
6-6
ei 5 0 0.5 1
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0 0
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0 vh Baile
0
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0 Water Plant
Unknown
1960's
1970's
1980's
1990's
2000's
2010's
°rive
South Sam Houston Tollway
Brookside
i
Figure 2-4
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City of Pearland
Water Transmission and Distribution
Pipeline Age Map
as
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Water Master Plan
Section 3 Water Supply and Demand Analysis
This section discusses the City's historical water production, estimates of unaccounted-for water,
future demand projections, land use plan and the spatial allocation of future demands.
Additionally, it provides an overview of all current and future supply and demand scenarios that
have been evaluated in this Water Master Plan.
3.1 Historical Water Production
Figure 3-1 displays the City's maximum daily water production for each month from January 2015
to July 2018. The City's maximum historical daily water production is 26.8 MGD, which occurred
in August 2015 during an extended period of high temperatures and no rainfall. The City's
minimum recent historical daily production, which occurred in October 2015, was 6.6 MGD.
Daily Water Production (MG)
F-1 NJNJW
0
O ulu-i 0 ul 0
1
IJ L!1 Lf1 Lf1 Lf1 LI) Ul Lf1 L.f1 Lf1 Lf1 L!1 lD LD LO lD U) LO LO LD LD LD lO LO r, I� r, 1,. N I-• IN r, r, N. r, I, 00 00 0o 0O 00 00 00 00
? C tin LZ 4> V C T C Co Q +L' > V C T C OA Q +'' > u CIS- - >T C- GA
= 2,_ !n O O D f0 U @ Q m=� 3
. Li- fO Q ap D 2, m !ai Q O 0 no Li Q co 7 2,= LaJ 0 O f' Li Q co
g, a z g, a z g, a z g, <
Month
Average
+Daily Maximum tDaily +Daily Minimum
Figure 3-1: Historical Daily Water Production (Jan. 2015 —Jul. 2018)
Figure 3-2 displays historical gallons per capita per day (GPCD) factors for 2009 — 2018. GPCD
factors represent potable water utilization rates on a per capita basis and are calculated from
water production and population served. The maximum GPCD of 246 occurred in August 2015
A URRA Kill
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City of Pearland
Water Master Plan
during a period of high temperatures and no rainfall. The next highest GPCD of 225 occurred in
2011, a historically dry year.
This Master Plan utilizes maximum, average, and minimum GPCD factors and population
projections as a basis for determining current and future planning -scenario water demands and
supply requirements. Based on the historical data, the selected planning GPCD factors are 225
for maximum day demand, 125 for average day demand, and 60 for minimum day demand. These
factors are summarized in Table 3-1. The historical maximum GPCD of 246 that occurred in 2015
was discarded due to it being much higher than the other historical GPCDs, the unusual weather
patterns during this time period, and the fact that the City did not enforce conservation measures
during the severe drought and high heat period. To ensure future GPCD factors remain in the
expected range, City plans to consider and implement conservation measures in the event of
severe droughts.
Table 3-1: Planning GPCD Factors
Demand Scenario
GPCD Factor
Ratio to Average Day Demand
Minimum Day
60
0.5
Average Day
125
1.0
Maximum Day
225
1.8
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City of Pearland
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300
250
200
50
0
2009 2010 2011 2012 2013 2014 2015 2016 2017 2018
Year
—*—Max GPCD Avg GPCD tMin GPCD
196
181
102 100
225
122
208
198
246
221
183
199 203
112 113 120 118 112 115 116
•�•
74
61 68 59
Figure 3-2: Historical Annual Maximum, Average, and Minimum GPCD Factors2
3.2 Unaccounted-for Water
Systemwide unaccounted-for water (water loss) was evaluated from 2016 water billing and
production data. Table 3-2 summarizes the calculation of the unaccounted-for water rate of
15.5%. Included in this unaccounted-for water are apparent losses from unbilled water
consumption and real losses due to leaks and main breaks, hydrant flushing, and storage tank
draining.
Table 3-2: Unaccounted-for Water Calculation
Parameter
Value (MG)
2016 Total Metered and Billed Water
3,963
2016 Total Water Production
4,690
Unaccounted -for -Water
15.5%
2 Annual Minimum GPCD data only available from 2015 - 2018
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City of Pearland
Water Master Plan
3.3 Population Projections
Population growth projections for the City service area were developed by analyzing growth
projections from several independent data sources that include the following: Pearland Travel
Demand Model, HGAC's Forecast Data, Pearland Comprehensive Plan, and Pearland Economic
and Demographic Profile Data. Based on an extensive analysis, a 3.68% growth rate was assumed
to project the City's population growth to 2030, the year that the City is expected to reach its
ultimate build -out growth. The projected ultimate population within the City Limits for 2030 is
190,000. Figure 3-3 shows the population growth projections.
200,000
190,000
180,000
170,000
160,000
CO
0. 150,000
0
a
140,000
130,000
120,000
110,000
100,000
2012 2014
2030: 190,000
2023: 148,000
2018: 124,000
2016 2018 2020 2022 2024 2026 2028
Year
2030 2032
Figure 3-3: Projected Population Growth within City Limits
3.4 Demand Projections
Demand projections were calculated by applying the GPCD factors discussed in Section 3.1 to the
population projections discussed in Section 3.3. The minimum, average, and maximum day
demand scenarios were modeled and planned for the three planning periods: 2018 (current),
2023 (interim or 5-year), and 2030 (ultimate). Demand projections are summarized in Figure 3-4.
A D RA GIB
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City of Pearland
Water Master Plan
45
40
35
s 30
25
c
5
0
28
18
15
24
11
2012 2014 2016 2018 2020 2022 2024 2026 2028 2030 2032
Yea r
—Maximum Day Demand —Average Day Demand —Minimum Day Demand
Figure 3-4: Water Demand Projections
3.5 Land Use Plan
The City adopted a comprehensive land use plan that serves as a guide for the future
development in the undeveloped areas. This Master Plan utilized the 2016 the City
Comprehensive Plan's land use plan as a guide for the spatial distribution of the future water
demands. Figure 3-5 shows a map of the land use plan. The City's land use is primarily residential,
with major business corridors along State Highway (SH) 288/South Freeway and Broadway Street.
As shown in the land use plan, the City will continue to be predominantly residential, with some
industrial development to the east and concentrated commercial growth at designated major
and minor retail planning areas.
Existing water meters were used in conjunction with the land use plan data to determine water
demand density factors for each land use category. These are presented in Table 3-3. These
factors indicate relative water usage on a per -unit -area basis. A demand density factor greater
than 1 represents higher than average demand density, while a factor less than 1 represents
lower than average demand density. These demand factors were used to spatially distribute
water demand projections, as discussed in more detail Section 3.6.
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3-5
Anderson Road
McHard Road FM 223,1
Trammel -Fresno Road
"14;.
S4grland
0 City Limits
Suburban Park
Residential Recreation and
Low Density Open Space
Residential Public / Semi -
Medium Density Public
Residential ■ Retail, Offices
■ High Density and Services
Residential
Offices
Detention
Village District
Lower Kirby
Urban Center
0
0
-0
0
0
Fellows Road m
0
Roa
® 288 Gateway
wi Cullen Mixed
Use District
Garden/O'Day
® Mixed Use
District
Light Industrial
Industrial
Business
Commercial
1.4
(la
N
EL.)
Road li
▪ Airport
■ Major Retail
Node (50 acres)
■ Minor Retail
Node (25 acres)
Residential
▪ Retail Node (5
acres)
South Sam Houston Tollway
Brookside Road
Figure 3-5
Land Use Plan
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Water Master Plan
Table 3-3: Land Use Water Demand Factors
Land Use Category
Relative Water Demand Density Factor
288 Gateway
1.67
Business Commercial
0.61
Cullen Mixed Use District*
0.94
Garden/O'Day Mixed -Use Districts
0.76
High Density Residential
3.75
Industrial
0.37
Light Industrial
0.19
Low Density Residential
1.24
Lower Kirby Urban Center
0.33
Medium Density Residential
1.55
Offices
0.15
Open Space
0.09
Park
1.37
Public / Semi -Public
1.15
Retail, Offices and Services
1.51
Suburban Residential
0.32
Village District
1.00
* No meter data for Cullen Mixed Use; assumed to be average of other Mixed -Use Districts
3.6 Spatial Allocation of Future Water Demands
Demands for each planning year were spatially allocated or distributed. Heat maps of the
maximum day demand density for 2018, 2023, and 2030 were developed to illustrate the
projected change in demand density over time. These maps are shown in Figure 3-6, Figure 3-7,
and Figure 3-8, respectively.
The spatial allocation of current (2018) demands are determined by the City's geocoded
customer meter data. The annual average daily demand for each customer meter was
determined and normalized. These values were then uniformly scaled to match projected 2018
demands for each demand day scenario.
The land use water demand density factors in Table 3-3 were used to determine the projected
ultimate (2030) distribution of future demands. Using HGAC's land cover dataset, undeveloped
parcels were identified in each land use category. The appropriate water demand density factor
was then applied to each undeveloped parcel, and the entire resulting dataset was then
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City of Pearland
Water Master Plan
uniformly scaled so that total water demand equals projected water demand for each demand
day scenario.
Spatial allocation of interim (2023) demands are back -calculated from the build -out (2030)
allocation of demands. To accomplish this, a density heatmap was created of the City's geocoded
dataset of 2017 new building permits. Projected 2030 demand points were selected according to
their proximity to the highest densities of new buildings, and projected demands were then
assigned to these points.
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Fellows
`1:7
1)
.`•�--FM 2234 SCR WP
0
Road
arE
Croix Road
•Country
Place WP
Southdown. WP
0
co
0
0
Fi
South Sam Houston Tollway
.r
Brookside Road
H,
Garden
WP
Marano is
Magnolia
Southeast WP
as 00
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a
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N
W E
S
as
�Oade
0
Liberty
❑ Water Plant
Waterline
0 Water Service
Area
Water Demand
Density
(gpm/sq mi)
<= 100
100 - 200
200 - 300
300 - 400
400 - 500
500 - 600
T 600 - 700
700 - 800
▪ 800 - 900
▪ 900 - 1,000
Figure 3-6
2018 Maximum Day Demand Heat Map
/\\//
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KIT Professionals, Inc.
.Country
Place WP
Southdown WP
LJ
South Sam Houston Tollway
Brookside Road
Southeast WP
❑ Water Plant
Waterline
0 Water Service
Area
Water Demand
Density
(gpm/sq mi)
<= 100
100 - 200
200 - 300
300 - 400
400 - 500
CM 500 - 600
600 - 700
700 - 800
▪ 800 - 900
▪ 900 - 1,000
Figure 3-7
2023 Maximum Day Demand Heat Map
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KIT Professionals, Inc.
FM 2234 SCR WP
ountry
Place WP
Southdown WP
South Sam Houston Tollway
Brookside Road
❑ Water Plant
Waterline
0 Water Service
Area
Water Demand
Density
(gpm/sq mi)
<= 100
100 - 200
200 - 300
300 - 400
400 - 500
500 - 600
T 600 - 700
700 - 800
▪ 800 - 900
▪ 900 - 1,000
Figure 3-8
2030 Maximum Day Demand Heat Map
/\\//
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Water Master Plan
3.7 Water Supply and Demand Scenarios
The City initiated a SWTP project that will provide an additional 10 MGD of water supply by 2023.
Including the existing surface water (SW) and groundwater (GW) supplies discussed in Section
2.2, the current and future supplies and demands are displayed in Figure 3-9. The City can receive
up to 6 MGD of surface water from the City of Houston at the SCR WP, with 1.3 MGD as take -or -
pay. It is preferable to limit the City of Houston's SCR WP water, except for the 1.3 MGD take -or -
pay quantity. As shown in Figure 3-9, City will have sufficient supplies to meet the water demands
in 2023, but will need additional water supply to reduce using City of Houston's SCR WP water
demand by 2030.
60
50
l7
2 40
a
c
30
0
Q 20
a
H
10
0
Systemwide Potable Water Supply and Demand
10
18
2018 2023
Planning Year
Existing Groundwater -Supply Existing Surface Water @ Alice WP
mo Existing Take or Pay Surface Water @ Shadow Creek WP Planned Surface Water @ New SWTP
mi Planned Surface Water @ Alice WP mt Existing Additional Availab{e Surface Water @ Shadow Creek WP
--Maximum Potable Water Demand (Based on 225 GPCD)
2030
Figure 3-9: Systemwide Supply and Demand (2018-2030)
There are several viable water supply options that could assist in meeting the needed future
water demands while reducing reliance on the City of Houston's SCR WP supply. These options
are presented in Table 3-4. Possible combinations of supply options for each planning year are
presented as supply scenarios in Table 3-5, which also displays excess supply capacity for each
supply and demand scenario. The feasibility of each of these scenarios was explored in future
system modeling, as discussed in Section 6, Future System Analysis.
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City of Pearland
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Table 3-4: Future Water Supply Options
Supply
Description
Alice +5 MGD
Securing additional 5 MGD of contracted water from COH to be received at
the Alice WP. Alice WP needs to be expanded to accommodate additional
water supply
SWTP +10 MGD
Phase I of the new SWTP will have 10 MGD capacity and is anticipated to be
completed by 2023
SWTP +20 MGD
Phase II of the new SWTP, a 10 MGD expansion that could be utilized to
supply the City or sold to surrounding municipalities, depending on the 2030
supply scenario
Table 3-5: Supply and Demand Scenarios
Planning
Year
Demand
Scenario
Demand
(MGD)
Supply Scenario
Total
Supply
Total
Supply
Excess
Supply
Excess
Excl 4.7
MGD
from
SCR
Supply
Excess
Excl. All
SCR
2018
Maximum Day
27.9
• Existing Supplies
34
6.1
1.4
0.1
Average Day
15.5
Minimum Day
7.4
2023
Maximum Day
33.3
• Existing Supplies
SWTP +10 MGD
•Minimum
44
10.7
6.0
4.7
Average Day
18.5
Day
8.9
2023
Maximum Day
33.3
• Existing Supplies
• SWTP +10 MGD
• Alice +5 MGD
49
15.7
11.0
9.7
Average Day
18.5
Minimum Day
8.9
2030
Maximum Day
42.8
• Existing Supplies
• SWTP +10 MGD
• Alice +5 MGD
49
6.2
1.5
0.2
Average Day
23.8
Minimum Day
11.4
2030
Maximum Day
42.8
• Existing Supplies
.SWTP +20 MGD
54
11.2
6.5
5.2
Average Day
23.8
Minimum Day
11.4
2030
Maximum Day
42.8
• Existing Supplies
• SWTP +20 MGD
• Alice +5 MGD
59
16.2
11.5
10.2
Average Day
23.8
Minimum Day
11.4
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City of Pearland
Water Master Plan
Section 4 EPS Water Model Development
This section discusses the hydraulic modeling software, and the major steps for development of
the water system model. These steps include integration of the City GIS data, infrastructure
verification, water plant connection, water demand allocation, model calibration, and modeling
scenario management.
4.1 Modeling Software
To guide proposed infrastructure improvements, a hydraulic model of the water system was
developed using Bentley's WaterGEMs software. The hydraulic model that was developed is an
Extended Period Simulation (EPS) Water Model, meaning the water system is modeled over
regular timesteps for a specified period of time. Planning models were run at 15-minute intervals
for a period of 24 hours. The model uses the Hazen -Williams equation to calculate head losses
throughout the system, and the key model output parameters used for system evaluation include
flow, velocity, head loss gradient, pressure, hydraulic grade, water age, and source tracing/zones
of influence.
The major steps for development of the EPS Water Model are outlined in Figure 4-1, and are
described in detail in the following sections.
GIS Pipeline
Integration
Infrastructure
Verification
Water Plant
Connection
Water Demand
Allocation
Model Calibration
Scenario
Management
Figure 4-1: Major Steps of EPS Water Model Development
4.2 Integration of City GIS Pipeline Data
The basis for model pipelines is the GIS pipeline dataset provided by the City. The EPS Water
Model includes pipes of diameter 6-inch (in) and greater, as smaller pipes are not expected to
significantly impact the hydraulics of the City's water system. Focusing on 6-in and larger
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City of Pearland
Water Master Plan
diameter pipes reduced unnecessary model complexity while maintaining good agreement with
the system hydraulic operations.
The attributes of the pipeline dataset that were utilized in the model are diameter, pipe age, and
pipe material (maps of these pipe attributes can be found in Section 2. The Hazen -Williams
equation determines head losses due to pipe friction by dimensionless C-factors which describe
pipe roughness. Higher C-factors indicate smoother pipe and less friction loss. In the EPS Water
Model, C-factors were assigned to each pipe according to the criteria presented in Table 4-1.
Table 4-1: C-Factor Criteria
Pipe Criteria
C-Factor
12-in or Greater Diameter
125
Less than 12-in Diameter and Install Date
Older than 2000
100
Less than 12-in Diameter and Install Date
Newer than 2000
125
Full integration of the GIS dataset into the EPS Water Model involves development of a pipe
network. In a pipe network, each pipe endpoint has a defined connection to an upstream and
downstream junction. Junctions are calculation points in WaterGEMs for parameters such as
hydraulic grade, pressure, and water age. They are also the mechanism by which pipes can be
connected to each other. Automated GIS tools were used to define junctions and connections
based on a spatial proximity tolerance of 3 ft.
Once the pipe network is created, it was simplified to remove redundant and extraneous
information. The WaterGEMs Skelebrator Skeletonizer tool was used to achieve this
simplification. The Skelebrator operations used to simplify the pipe network are Series Pipe
Merging and Branch Collapsing. Series pipe merging, illustrated in Figure 4-2, merges in -series
pipes that have the same attributes, and updates the new merged pipe length to be the sum of
the lengths of the merged pipes. Branch Collapsing, illustrated in Figure 4-3, eliminates dead end
pipes that do not lend any importance to model hydraulics.
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City of Pearland
Water Master Plan
8" DIAM,
5 YEARS
PVC
0
10" DIAM,
5 YEARS
PVC
8" DIAM,
5 YEARS
PVC
8" DIAM,
15 YEARS
DI
8" DIAM.
5 YEARS
PVC
10" DIAM,
5 YEARS
PVC
8" DIAM,
15 YEARS
❑I
Figure 4-2: Series Pipe Merging
1=>
Figure 4-3: Branch Collapsing
4.3 Infrastructure Verification
In addition to data collected on pipelines, a database of information about other key
infrastructure was developed. Initial data was collected from the Water Plant record drawings
and the 2007 EPS Water Model. This information was then verified and supplemented by data
collected in the field during site visits of each of the City's twelve (12) Water Plants. A complete
list of parameters collected is summarized in Figure 4-4. The complete infrastructure dataset is
included in this report as Appendix A. All collected data, along with best assumptions to fill data
gaps, were incorporated into the model.
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Pumps
Tanks
Valves
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City of Pearland
Water Master Plan
• Flow and Total Dynamic Head (TDH)
• Elevation
• Manufacturer and Identification Number
• Motor Horsepower and Rotations Per Minute (RPM)
• Suction and Discharge Pipe Sizes/Materials
• Header Pipe Size/Material
• On/Off Set Points
• Tank Type (GST/EST)
• Volume
• Diameter
• Minimum/Maximum Water Level
• Influent and Effluent Pipe Sizes/Materials
• Type
• Diameter
• Flow
• Elevation
• Discharge Coefficient and Characteristic Curve
• On/Off Set Points
• Site Layout
Figure 4-4: Key Water Infrastructure Data Collected and Included in the Model
4,4 Connection of Water Plants to Pipe Network
The distribution system is fed by Water Plants that consist of groundwater wells, surface water
intake locations, ground storage tanks (GSTs), booster pumps, and elevated storage tanks (ESTs),
which are all represented in the model. A consistent naming convention is applied to all
infrastructure, as detailed in Table 4-2.
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Table 4-2: Model Naming Conventions
INFRASTRUCTURE TYPE
NAMING CONVENTION
BOOSTER PUMPS
PUMP-#-PLANTNAME
WELL PUMPS
PUMP-W-PLANTNAME
WELLS
WELL-PLANTNAME
PUMP STATIONS
PS-PLANTNAME
GROUND STORAGE TANKS
GST-PLANTNAME
ELEVATED STORAGE TANKS
ET-PLANTNAME
FLOW CONTROL VALVES
FCV-PLANTNAME
PRESSURE REGULATING VALVES
PRV-PLANTNAME
The City's groundwater plants involve a setup similar to the schematic presented in Figure 4-5.
The well pump is controlled by a high and low water level set point in the GST. When the tank is
filled to a specified high level, the well pump turns off. When the tank is emptied to a specified
low level, the well pump turns back on. Booster pumps are controlled by discharge header
pressure, and are set to turn on and off in a cascading fashion, according to high and low pressure
set points. In the case that a Water Plant has an EST, it is connected at the Water Plant site, in -
line with the pipeline that feeds the distribution system. The ESTs have altitude valves, which
throttle flow into the EST based on EST water level.
GST
W = well
WP = well pump
GST = ground storage tank
PM = booster pump
EST = elevated storage tank
M1
IPM 2
-I'M 3
EST
Figure 4-5: Typical Groundwater Plant Schematic
The two -surface water take -points, Alice and SCR WPs, have a very similar layout to the
groundwater plants, with the exception of the well and well pump. Instead, a flow control valve
is located upstream of the GST and controlled by high and low GST level set points. When the
flow control valve is open, water from the City of Houston fills the downstream GST(s).
ARDURRA /
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City of Pearland
Water Master Plan
Several of the plants have multiple GSTs. When two GSTs are hydraulically close in the EPS model,
the model will oscillate flow between the two tanks, which can cause instability. To overcome
this, hydraulically close tanks are modeled as a single hydraulically equivalent tank. This is
accomplished with a depth -volume relationship, which dictates what dimensions are to be used
for the equivalent tank so that the hydraulic grade can be properly represented.
4.5 Water Demand Allocation
Spatial distribution of water demands was discussed in Section 3.6. The result of this analysis is a
geospatial dataset of point customer demands, each with an "x" and "y" coordinate that locates
them within the City water service area. From this spatial demand dataset, demands must be
aggregated and applied to the appropriate model junction. This was accomplished by generating
a polygon dataset that spatially links each meter to a junction. An example of these demand
groupings is shown in Figure 4-6.
Figure 4-6: Demand Aggregation Polygons
The EPS Water Model framework allows for the application of diurnal demand patterns to
capture demand fluctuations throughout the day. Two typical diurnal patterns (residential and
commercial) were applied, according to the meter type code or land use category. These diurnal
patterns, shown in Figure 4-7, were applied for both existing and future demand scenarios.
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City of Pearland
Water Master Plan
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Figure 4-7: Diurnal Demand Patterns
4.6 Model Calibration
The EPS Water Model was calibrated using the following steps:
1. Processed and filtered SCADA data for 2017. Picked one day (11/12/17) for calibration
based on amount of production and available good data.
2. Developed systemwide diurnal curve based on SCADA data and applied to all model
nodes.
3. Adjusted model initial conditions and pump controls to match the actual operation for
the selected calibration day.
4. Adjusted pipe C-factors based on pipe age, material and diameter.
5. Fine-tuned pump operation and initial settings to achieve similar pressures and flows to
SCADA data.
A systemwide diurnal pattern for the calibration period was developed from SCADA production
data for the City Water Plants. It involved some estimation due to data gaps. A uniform scaling
factor was also applied to all demands so that total demand equals the total production for the
calibration day.
Results of the calibration are displayed in Appendix B.
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City of Pearland
Water Master Plan
4.7 Model Scenario Management
Once the model was developed and calibrated, several different modeling scenarios were
created to represent the different planning conditions to be modeled. As previously discussed,
modeling efforts seek to analyze the system for three planning years: 2018 (current), 2023
(interim or 5-year), and 2030 (ultimate). Each planning year has an associated base demand
(equivalent to the average day demand) that was calculated according to the methodology in
Section 3. Three model scenarios were developed for each planning year: Minimum Day Demand,
Average Day Demand, and Maximum Day Demand. Model scenarios comprise alternatives, which
dictate the properties for each model element. The different alternatives and the main
parameters that are utilized in the planning models are listed in Table 4-3. Table 4-4 describes
the model scenarios and the alternatives that compose each scenario.
Table 4-3: Model Scenario Alternatives
Alternative
Associated Model Parameters
Active Topology
•
Inactive/Active Status of all Model
elements
Physical
•
Elevations
•
Pipe Diameters and C-factors
•
Tank Dimensions and Operating
Ranges
•
Pump Definitions
•
Valve characteristics
Demand
•
Base Demand
•
Diurnal Pattern
Initial Settings
•
Initial tank levels
•
Initial Pump On/Off status
Operational
•
Pump and Valve Controls
Calculation Options
•
Global Demand Multiplier
•
Model Simulation Time
•
Model Time Step
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Table 4-4: Planning Model Scenarios
Model
Scenario
Demand
Alternative
Calculation
Alternative
(Demand
Multiplier)
Active
Topology
Alternative
Physical
Alternative
Initial Settings
Alternative
Operational
Controls
Alternative
2018
Max Day
2018 Base
Demand
Max Day: 1.8x
2018 Active
Infrastructure
2018
Physical
Properties
2018 Max Day
2018 Max Day
2018
Avg Day
Avg Day: 1x
2018 Avg Day
2018 Avg Day
2018
Min Day
Min Day: 0.5x
2018 Min Day
2018 Min Day
2023
Max Day
2023 Base
Demand
Max Day: 1.8x
2023 Active
Infrastructure
2023
Physical
Properties
2023 Max Day
2023 Max Day
2023
Avg Day
Avg Day: 1x
2023 Avg Day
2023 Avg Day
2023
Min Day
Min Day: 0.5x
2023 Min Day
2023 Min Day
2030
Max Day
2030 Base
Demand
Max Day: 1.8x
2003 Active
Infrastructure
2030
Physical
Properties
2030 Max Day
2030 Max Day
2030
Avg Day
Avg Day: 1x
2030 Avg Day
2030 Avg Day
2030
Min Day
Min Day: 0.5x
2030 Min Day
2030 Min Day
A D RA GIB
4-9
City of Pearland
Water Master Plan
Section 5 Existing System Analysis
The Existing System Analysis section discusses the criteria used to evaluate the system and
assesses the systems performance on those criteria through modeling results. This section
contains an in-depth look at existing system pressures, hydraulic grade, fire flows, storage, and
water quality.
5.1 Planning and Evaluation Criteria
Table 5-1 outlines the criteria used to evaluate the existing and future planned water system.
These criteria were developed based on water systems similar to the City's, Texas Commission
on Environmental Quality (TCEQ) requirements, engineering judgement, common accepted
industry standards, and input from City staff.
Table 5-1: Planning and Evaluation Criteria
Parameter
Planning Criteria
Minimum System Pressure
35 pounds per square inch (psi)
Maximum System Pressure
80 psi, goal of 65 psi
Maximum Water Velocity
8 feet per second (fps)
Maximum Head Loss, Pipe Diameter >_ 16-inch
2 ft/1,000 ft of Pipe Length
Maximum Head Loss in Diameter < 16-inch
7 ft/1,000 ft of Pipe Length
Fire Flow Pressure
Minimum system pressure of 20 psi
Operational Storage
25% of Maximum Day Demand
Emergency Storage
Equivalent to Average Day Demand
5.2 Existing System Pressures and Hydraulic Grade
Distribution junction minimum pressures for the 2018 maximum day demand scenario are shown
in Figure 5-1. These pressures represent the instantaneous minimum pressure each node
experienced over the 24-hour model simulation, which can generally be presumed to occur at
the peak hour of the diurnal demand curve (see Figure 4-7 for diurnal demand patterns). The
minimum pressure experienced in the maximum day demand scenario for the entire City is 48
psi. This is well above the evaluation criteria and TCEQ requirement of 35 psi. The lowest
pressures occurred is the southwest corner of the City, just east of Almeda Road.
/
ARDURRA I /
5-1
Fellows Road
SCR WP
cc
NC/ A / -11H -C
Minimum Pressure (psi)
O 25 - 35
O 35 - 45
O 45 - 55
• 55 - 65
Southfork
w 3
O • 3
3 m
g
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(D �
true
v
Bailey
Pipelines
Water Plant
south Sam
Houston Tollway 1
Country
Place WP
Q
MorOa —'
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r-% 1 I I I I
Brookside Roa
„ 1}
rt_Nv
Figure 5-1
2018 EPS Water Model
Maximum Day Conditions
Minimum Junction Pressures
03
755
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o
O4j
e
.,ughes Road
ARDURRA
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Green Tee WP
It _ * eo
0/O
KIT Professionals, Inc.
City of Pearland
Water Master Plan
Figure 5-2 displays the average hydraulic grade over the 24-hour period, which aids in visualizing
the direction of flow or hydraulic gradient throughout the system. From this map, it is clear that
the pattern of flow through the system is generally from west to east and from north to south.
This is consistent with the land elevation gradient that is displayed in Figure 1-3, and indicates
that generally the water plants do not appreciably counteract the effect of elevation differences
in the system. This would be expected, given the elevation differences and the fact that the
system is operated as a single pressure plane.
Given the information from the hydraulic gradient and land elevations, it is understandable why
the area experiencing the lowest system pressure is just south of the SCR WP. This area has the
highest elevation, and as shown by the apparent hydraulic gradient, is located at the far upper
end of the water system and can rely only on the Shadow Creek Ranch (SCR) and Kirby WPs for
pressurization.
A D RA GIB
5-3
0
0
0
Fellows Road
^M 22'
SCR WP
Croix Road
Country
Place WP
Southdown WP
Average Hydraulic Grade
(ft)
High : 200
Low : 165
❑ Water Plant
Pipelines
❑ City Water Service
South Sam Houston Tollway
co
O
C
Brookside Road
Garden WP
Cullen WP
Figure 5-2
2018 EPS Water Model
Maximum Day Demand Conditions
Average Hydraulic Gradient
• r
Alice_UVP
Liberty WP
ARDURRA
KIT Professionals, Inc.
City of Pearland
Water Master Plan
5.3 Existing System Fire Flow Analysis
System fire flow capacity was assessed in the hydraulic model by setting up a fire flow demand
scenario in the EPS model. The determination of appropriate fire flows was dictated by the
International Fire Code (IFC) requirements and is presented in Table 5-2.
Table 5-2: Fire Flow Demands
Customer Type
Fire Flow Demand (gpm)
Fire Flow Duration (hr)
Residential
1,000
2
Commercial
1,500
2
The fire flow demand scenario includes seven junctions with fire flow demands added to them
for a 2-hour duration at peak demand hour. Figure 5-3 shows a map of the fire flow junction
locations, and the fire flow demands applied to these locations. Figure 5-4 displays the minimum
pressures experienced during this dynamic fire flow scenario, which simulates seven
simultaneous fires. The minimum pressure for this scenario in the entire City is 39 psi, which is
well above the 20-psi fire flow pressure criteria given in Table 5-1.
A D RA GIB
5-5
0
0
CD
Fellows Road
SCR WP
15-gpm
(13
CD
)t
Road
wSouthfork Or..e
3
0
0
s
true
galey'
Country
Place WP
0
m
0
0
t
0
co
0
0
0
0
0
Q.
Baile
Drive
Northf0t�
CO
v
0
0
0
v
0.
South Sam Houston Tollway
Brookside Road
oaa �od�o
\ w
S
0 0.5 1
NuP
oadc Miles
0
Green-Tee/WP
re.' *k i
v",
.40
41
❑ Water Plant
• Fire Flow Junctions
(Hydrant Flow in gpm)
Pipelines
City Water Service
Area
Figure 5-3
2018 EPS Water Model
Maximum Day Demand Condition
Fire Flow Junction Locations
ARDURRA
KIT Professionals, Inc.
4
Fellows Road
Southfork
3
0
3 m
TI g
�
CD 70
(D �
true
0,)
Bailey
r
Minimum Pressure (psi) Pipelines
0 25 - 35 ❑ Water Plant
O 35-45
0 45-55
• 55 - 65
South Sam
Houston Tollway
Country
Place WP
Z
73
0
Q.
Mor9a —'
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L
Brookside Roa
Figure 5-4
2018 EPS Water Model
Maximum Day Demand Condition
w/ Fire Flow
Minimum Junction Pressures
03
n
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.,ughes Road
ARDURRA
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0 0.5 1
Miles
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as
cc"
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Green Tee WP
/r
KIT Professionals, Inc.
City of Pearland
Water Master Plan
An additional analysis of fire flow capacity utilized WaterGEM's fire flow analysis tool. This tool
determines whether the system is able to provide required fire flow given a systemwide pressure
constraint of 20 psi. This analysis is run in steady state with initial conditions (pump on/off status
and tank levels) equivalent to peak demand hour conditions. The results of this analysis are
shown in Table 5-3. All fire flow nodes passed the analysis, with the lowest systemwide pressure
for an individual fire being 42 psi.
Table 5-3: Fire Flow Analysis Results
Node Label
Fire Flow
(gpm)
Distribution
System Lower
Limit Pressure
Constraint
(psi)
Minimum
Distribution
System Pressure
at Total Fire
Flow Supplied
(psi)
Satisfies Fire
Flow
Constraints?
GJ-1645
1,500
20
43.8
TRUE
GJ-5075
1,500
20
45.1
TRUE
GJ-5958
1,500
20
42.5
TRUE
GJ-1573
1,500
20
42.4
TRUE
GJ-6670
1,000
20
45.4
TRUE
GJ-4499
1,000
20
45.2
TRUE
GJ-323
1,000
20
46.0
TRUE
A D RA GIB
5-8
City of Pearland
Water Master Plan
5.4 Existing System Pipeline Evaluation
Figure 5-5 indicates whether the distribution pipelines pass the head loss gradient criteria
outlined in Table 5-1. Pipelines that exceed the criteria threshold near water plants are less of a
concern than distribution pipelines that are not near any supply source and have higher head
loss. As shown, there are several pipelines to the southeast of the Alice WP and a cluster of
pipelines to the east of the Southdown WP exceeding the head loss criteria. These deficiencies
are addressed with selective pipe upsizing and looping of additional pipelines in the future system
presented in Section 6 and the capital improvement plan presented in Section 7.
Additionally, an analysis of velocities for the maximum day demand condition reveals that no
distribution pipelines exceed the maximum velocity threshold of 8 fps.
A D RA GIB
5-9
0
o ft
Fellows Road
D �
FM 2234
SCR WP
Pipeline Head Loss Gradient
Meets Head Loss Gradient
Criteria
Head Loss Gradient Above
Criteria Threshold
n South Sam Houston Tollway
Country
Place WP
0
rf
hfork Drive t
0
(1,Southfork pry a O
o
3 o 0
c
Mor9a
0 0
0 v
Q
I I true Salle
Bailey
roix Road
❑ Water Plant
City Water Service Area
CO
v
0
0
0
v
Brookside Road
Figure 5-5
2018 EPS Water Model
Maximum Day Demand Conditions
Pipeline Head Loss Gradient
co 03 63
0�d �oaa �,�or,i,o W
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ARDURRA
----- / >. /
KIT Professionals, Inc.
City of Pearland
Water Master Plan
5.5 Existing System Storage Evaluation
Operational storage, also called equalization storage, is the amount of stored water utilized to
meet diurnal peak demands when demand intermittently exceeds water plant pumping. The
operational storage that is utilized during high demand times is refilled during low demand
periods, when supply exceeds demand. The planning criteria given in Table 5-1 recommend an
operational storage capacity equal to 25% of the maximum day demand and additional
emergency storage equivalent to the average day demand. The existing and recommended
storage for the water system is presented in Table 5-4. An additional 2.8 MG of storage is
recommended to meet the planning and evaluation criteria. City is adding a 2.9 MG GST at the
SCR WP that will satisfy this additional storage recommendation. Additional storage
implementation is discussed further in Section 6, Future System Analysis, and Section 7, Capital
Improvement Plan.
Table 5-4: Existing and Recommended Storage
Recommended
Operational
Storage (MG)
Recommended
Emergency
Storage (MG)
Recommended
Total Storage
(MG)
Existing Total
Storage (MG)
Additional
Recommended
Storage (MG)
6.2
15.5
21.7
18.9
2.8
5.6 Existing System Water Quality Results
The average water age for the average day demand scenario is presented in Figure 5-6. The
average water age was calculated by running the model for a sufficient run time to reach an
equilibrium of water age (as the water age for all elements in the model starts at zero). The
average water age is then calculated for the last 24 hours of the simulation. Higher water ages
generally occur on the fringes of the water service area. However, there is a large portion in the
center of the water service area that has higher water ages than the rest of the system. Section
6, Future System Analysis, and Section 7, Capital Improvement Plan, include operational changes
and proposed infrastructure that can reduce water age in this area.
Additionally, a trace analysis for the average day demand condition was conducted. The result of
this analysis is shown in Figure 5-7. In the future, City can reduce the impact of blending on water
quality by managing the blending zones and minimizing the extent of blending. More discussion
on blending for the future system is in Section 6.
ARDURRA / 5-11
FM 2234
SCR WP
J
0
0
CD
> 1 I Fellows Road
0
I
1
T
0
3
v
Southfork 0
�,..
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5)
0
0
s
• t• rue
BoAley
CO
0
Country
Place WP
Drive
Northfoc�
1
a
m
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Baile
CO
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0
0
0
v
0
South Sam Houston Tollway
ks
ide Road
T
0
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Average Age Pipelines
0 0 - 24 ❑ Water Plant
0 24 - 48 0 City Water Service
O 48-72
O 72 - 96
• > 96
Figure 5-6
2018 EPS Water Model
Average Day Demand Condition
Water Age
ARDURRA
KIT Professionals, Inc.
S -n
o 0
3
C
Fellows Road
a
r�
`t7
0
FM 2234
SCR WP
Kirby WP
0
oJ
0
Country
Place WP
0 .Southdown
�Southfork
T Or/fre
(D 3.
C
0 A
true
Bale`
Croix Road
0
m
0
0
0
0
0
0
Q.
- -lard Road
Cullen WP
Drive
Nortk 0
42-
0
c
Morga
Bai
0
0
0
0
0
0_
South Sam Houston Tollway
Brookside Road
Garden WP
McLean WP
Magnolia
Magnolia Street
-'alley R
Southeast WP
Noaa <90d�e W
r
c~ 0 0.5 1
rx-rf moo, ' <4<) Nupe
s),padc0 Miles
iv
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it/ 0�
518 WP
Liberty WP
24-Hr Average % Source Trace
518 _Mclean Cullen Country Place SCR
20 - 40 _ 20 - 40 20 - 40 20 - 40 20 - 40
40 - 60 _ 40 - 60 40 - 60 40 - 60 I40 - 60
60 - 80 _ 60 - 80 60 - 80 60 - 80 60 - 80
80 - 100 80 - 100 80 - 100 80 - 100 180 - 100
Liberty Garden Alice Kirby
20 - 40 20 - 40 20 - 40 20 - 40
40 - 60 40 - 60 40 - 60 40 - 60
60 - 80 60 - 80 60 - 80 60 - 80
- 80 - 100 80 - 100 80 - 100 80 - 100
— Pipelines
Water Plant
City Water Service
Area
Figure 5-7
2018 EPS Water Model
Average Day Demand Condition
Zones of Influence
ARDURRA
KIT Professionals, Inc.
City of Pearland
Water Master Plan
Section 6 Future System Analysis
This section discusses the future water supply and demand, overall system operational
philosophy, pumping and storage capacity analysis and infrastructure projects needed to
maintain the same level of service to future City customers.
6.1 Supply and Demand Development
Several iterations of modeling for the future system scenario were performed to evaluate the
various water supply and demand scenarios presented in Section 3. Ultimately, the scenario
wherein the new SWTP will supply 10 MGD and Alice WP will provide an additional 5 MGD of
potable water was selected based on feasibility and model demonstration to adequately supply
the system for all demand scenarios.
The new SWTP will provide 10 MGD of surface water. This flow will be delivered to SCR WP and
Kirby WP via transmission lines. The pumping capacity of these plants will need to be increased
to accommodate the additional supply and to allow these WPs to become the predominant
sources of water supply on the western side of the water service area. Proposed booster pump
capacities account for diurnal fluctuations in demand. The proposed flow distribution and
proposed booster pumping capacities at these WPs are presented in Table 6-1.
Table 6-1: Pearland SWTP Flow Distributions
Receiving WP
Proposed New SWTP
Flow
Existing Booster
Pump Capacity
Proposed Booster
Pump Capacity
SCR WP
8 MGD
10 MGD
18 MGD
Kirby WP
2 MGD
5.2 MGD
10.5 MGD
Figure 6-1 shows the proposed transmission lines from the new SWTP to the SCR and Kirby WPs.
The transmission line to the SCR WP will include two valves connecting to the distribution system.
In emergency conditions, these valves can be manually opened to provide flow directly to the
distribution system.
The transmission lines are to maintain a minimum pressure of 35 psi. Accounting for head loss
and terrain elevation changes along the length of the transmission lines, the new SWTP will need
to supply water at approximately 70 psi to maintain the minimum desired pressure at 10 MGD.
Table 6-2 details the pressures and water ages at each delivery point for the proposed new SWTP
flows shown in Table 6-1.
ARDURRA �/.
6-1
a u
0
cc,
FM 2234 SCR WP
1.mis-=No
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Surface Water
Treatment Plant
r
Surface Water Treatment Plant
❑
Surface Water Receiving
Stations
Water Plant
Surface Water Transmission
Lines
ra
°
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r 1 . 1
LI 24 c) u CK Orive
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System
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gar
Baffle
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0
0
co
Figure 6-1
City of Pearland
New Surface Water Treatment Plant
Water Supply Integration
e
0
/ W E
S
°aa H�gres Roc 0.5 1
U
Miles
aPco
50
/Nk
ARDURRA
API cO6
N. i
KIT Professionals, Inc.
City of Pearland
Water Master Plan
Table 6-2: SWTP Transmission Lines Pressures and Water Ages
Delivery Point
Pressure (psi)
Water Age (hr)
Leaving New SWTP
70
0
Interconnect 1
55
6.2
Interconnect 2
36
6.7
SCR WP
35
6.8
Kirby WP
66
5.6
Modeling analysis reveals that in order for this future supply scenario to reliably deliver water to
the locations future demand locations, some spatial reconfiguration of the system is needed. The
existing system analysis (Section 5) revealed that water generally flows from west to east and
north to south. The effect of this is that water from the west side drains to the east side through
the 16-in water line on Broadway St. This leaves the west side of the system vulnerable to losing
necessary supply, especially with the projected increase in demand in this area.
Therefore, a dual pressure plane system is proposed. The system would be divided into two
pressure planes at Cullen Blvd. In order to balance the supply -demand needs of the separate
pressure planes, water produced at Cullen WP would be entirely dedicated to the eastern
pressure plane. The two pressure planes will be isolated from each other with pressure regulating
valves (PRVs). This configuration is discussed in detail in Section 6.2.
Table 6-3 shows the supply and demand balance for the proposed pressure planes under the
maximum demand condition for planning years 2023 and 2030. The total excess supply in 2030
is 6.2 MGD, including the entirety of the available contracted supply from City of Houston at SCR
WP. When considering only the 1.3 MGD of take -or -pay water from this contracted amount, the
city-wide excess supply is 1.5 MGD in 2030, with 0.8 MGD excess in the west pressure plane, and
0.7 MGD excess in the east pressure plane.
ARDURRA
[IT
6-3
City of Pearland
Water Master Plan
Table 6-3: Dual Pressure Plane Supply and Demand
Year
Water Supply -Demand
West
East
Total MGD
2023
Water Supply Required
13.6
19.7
33.3
Water Supply Available
22.1
26.9
49
Total Groundwater
6.1
11.9
18
COH Surface Water @ SCR WP
6
6
COH Surface Water @ Alice WP
15
15
COPS Surface Water @ SWTP
10
10
Water Supply Available Excluding COH4 SCR WP
16.1
26.9
43
Excess Water Supply
8.5
7.2
15.7
Excess Water Supply with 1.3 COH SCR
3.8
7.2
11
Excess Water Supply Excluding COH SCR
2.5
7.2
9.7
2030
Water Supply Required
16.6
26.2
42.8
Water Supply Available
22.1
26.9
49
Total Groundwater
6.1
11.9
18
COH Surface Water @ SCR WP
6
6
COH Surface Water @ Alice WP
15
15
COP Surface Water @ SWTP
10
10
Water Supply Available Excluding COH SCR WP
16.1
26.9
43
Excess Water Supply
5.5
0.7
6.2
Excess Water Supply with 1.3 COH SCR
0.8
0.7
1.5
Excess Water Supply Excluding COH SCR
-0.5
0.7
0.2
3 COP: City of Pearland
4 COH: City of Houston
ARDURRA
6-4
City of Pearland
Water Master Plan
6.2 Dual Pressure Plane Operational Philosophy
The dual pressure planes will be delineated by PRVs on water lines that connect the proposed
west and east systems. The western pressure plane will be the upper pressure plane, and will
operate at a slightly higher pressure and hydraulic grade. The PRVs should automatically open
and allow water to flow west to east in the event of pressure loss in the east. However, in normal
operation, the PRVs should remain closed. The PRVs will include a manual bypass valve that could
be opened in the event of an emergency to allow water to flow from east to west. A map of this
proposed dual pressure plane layout and surface water integration is shown in Figure 6-2. This
map includes several water lines that are proposed infrastructure, which will be discussed in
more detail in Section 7. Notably, several of the PRVs are on planned water lines that will connect
the west and east systems. There is also a PRV located on the north -south waterline on Cullen
Boulevard. The purpose of this PRV is to include the Cullen WP in the eastern pressure plane.
The pressure settings were determined through modeling such that in normal operations water
will not flow through the valves. However, in emergency scenarios, water will flow through the
PRVs to maintain pressure. The pressure setting for all PRVs is initially determined to be 45 psi.
Generally, the operating pressure on the west side of the valves will be 55 — 65 psi, while the
operating pressure on the east side of the valve will be 50 — 55 psi. The PRVs will have manual
bypass for situations in which east to west flow is desired.
Section 6.3 has the evaluation of the performance of the dual pressure plane configuration under
normal operating conditions, while Section 6.5 has the evaluation of performance under fire flow
conditions.
ARDURRA
[IT
6-5
ct
0
Q
FM 2234 SCR WP
Surface Water' ;
Treatment Plant
II s
Pressure Planes
Upper Pressure Plane
Lower Pressure Plane
® PRVs
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Plant
❑ Water Plant
Fellows Road
r
0
0
Bailey
0
CTQIx Road
u_
t
O
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Surface Water Transmission
Lines
Transmission Line
Interconnect to Distribution
System
Pipelines
�orfhfork Drive
o��r{o prive
o S m
oN MotgarQo
0
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Co
0
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Figure 6-2
City of Pearland
Dual Pressure Plane Configuration
/Nk
ARDURRA
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H�gres Ro `0 0.5 1
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I
KIT Professionals, Inc.
City of Pearland
Water Master Plan
6.3 Future System Pressures and Hydraulic Gradient
The EPS Water Model was used to evaluate the distribution system pressures and hydraulic
grade. Modeling was performed for the maximum day demand, representative of the worst -case
condition.
Distribution system minimum pressures for the 2030 maximum day demand scenario are shown
in Figure 6-3. These pressures represent the instantaneous minimum pressures each node
experienced over the 24-hour model simulation. The minimum pressure experienced in the
maximum day demand scenario is 46 psi. This is well above the evaluation criteria of 35 psi. Figure
6-4 displays the average hydraulic grade over the 24-hour period. The dual pressure plane
configuration changes the flow patterns of the system. In the west (upper) pressure plane, water
generally flows west to east and north to south. In the east (lower) pressure plane, water flows
radially from the Alice WP, the location of the highest hydraulic grade in the pressure plane. As
expected, the west pressure plane operates at a higher hydraulic grade than the east pressure
plane.
A D RA GIB
6-7
Surface Water
Treatment Plant
r
Minimum Pressure (psi)
C 25 - 35
C 35 - 45
C 45 - 55
• 55 - 65
3
s
0
❑ City Water Service Area
❑ Water Plant
Pipelines
°r+`'fork Drive
Drive
5SO
a
0
MO"9ar4
0
Baffle
CO
0
0
0
Figure 6-3
2030 EPS Water Model
Maximum Day Demand Conditions
Minimum Junction Pressures
as
O
�a� O`aa S
<S> % Hugre �0 0.5 1
cv
Miles
G, �\ 0
�a
coG
ARDURRA
N. /
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KIT Professionals, Inc.
FM 2234
SCR
4
l
LJ
Surface Water
Treatment Plant
Fellows Road
❑ Water Plant
Pipelines
PRVs
City Water Service Area
Croix Road
1/
Average Hydraulic Grade (ft)
High : 210
Low : 170
Country
Place WP,
South Sam Houston Tollway
Cullen
rive
m
Brookside Roa1.
d
Garden
Figure 6-4
2030 EPS Water Model
Maximum Day Conditions
Average Hydraulic Gradient
Alice WP
Green
/\\z/
ARDURRA
W
Hugres Rc 0 0.5 1
Miles
sco
KIT Professionals, Inc.
City of Pearland
Water Master Plan
6.4 Future System Pipeline Evaluation
The water model was used to identify locations for pipe upsizing and additional water lines to
provide looping that will reduce pipeline capacity deficiencies identified in Section 5. The
resulting map of pipe head loss gradients is shown in Figure 6-5. This map shows that distribution
lines generally meet the criteria threshold presented in Section 5. Section 7, Capital Improvement
Plan, presents the individual pipeline projects proposed in the future.
Additionally, an analysis of velocities for the maximum day demand condition reveals that no
distribution pipelines exceed the maximum velocity criteria threshold of 8 fps.
A D RA GIB
6-10
S r�oCKO
Morgariiiir01
'
0 -
a s
CD
galley P
<\�e
Pipeline Head Loss Gradient
Meets Head Loss Gradient Criteria
Head Loss Gradient Above Criteria Threshold
❑ Water Plant
City Water Service Area
i
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o
mo fltorthfork Drive
a
- „_I i i L 1 (L-
IIt
co
o QC\Je
air.lb
out l UM a r��l; 71
Baile •
v
0
0
0
Figure 6-5
2030 EPS Water Model
Maximum Day Conditions
Pipeline Head Loss Gradient
W�E
°aa H�gres Roa` 0 0.5 1
r
0 Miles
(.
0 5o
/"\U
ARDURRA
KIT Professionals, Inc.
City of Pearland
Water Master Plan
6.5 Future System Storage Evaluation
Operational storage, also called equalization storage, is the amount of stored water utilized to
meet diurnal peak demands when demand intermittently exceeds water supply. The operational
storage that is utilized during high demand times is refilled during low demand periods, when
supply exceeds demand. The planning criteria given in Section 6 recommend an operational
storage capacity equal to 25% of the maximum day demand, and additional emergency storage
equivalent to the average day demand. The existing and recommended storage for the future
(2030) water system is presented in Table 6-4. An additional 13.4 MG of storage, including a
proposed 2.9-MG GST at the SCR WP, is recommended to meet the planning and evaluation
criteria.
Table 6-4: Existing and Recommended Storage
Recommended
Operational
Storage (MG)
Recommended
Emergency
Storage (MG)
Recommended
Total Storage
_ (MG)
Existing Total
Storage (MG)
Additional
Recommended
Storage (MG)
9.5
22.8
32.3
18.9
13.4
The 2030 model includes this additional storage at the SCR WP, Kirby WP, Southdown WP, and
Alice WPs. Southdown WP will receive additional storage in response to SCADA data
demonstrating a history of the tank reaching low alarm levels. All the other WPs will have new
water supplies and service areas that require additional storage. All planned storage will be in
the form of additional GSTs. Table 6-5 details additional planned storage.
Table 6-5: Planned Ground Storage
Water Plant
Planned/Proposed Ground Storage (MG)
Alice WP
5*
Kirby WP
1
SCR WP
3
Southdown WP
0.5
New SWTP
5 + 5*
Total Storage Capacity
13.5 —18.5
*Alice WP has room for an additional 5 MG of GST storage and the new SWTP has room for 5-10 MG of GST storage,
if needed, based on supply capacity increases.
TCEQ public drinking water rules and regulations (Chapter 290 Subchapter D) contain
requirements on elevated storage capacity. An alternative capacity requirement (ACR) report
was submitted to TCEQ that demonstrates sufficient existing EST capacity potentially through the
build out scenario. The ACR analysis is discussed in more detail in Section 6.8.
ARDURRA /
6-12
City of Pearland
Water Master Plan
6.6 Future System Fire Flow Analysis
System fire flow capacity was assessed in the EPS Water Model by setting up a fire flow demand
scenario. Fire flow analysis was performed per the criteria presented in Section 5. Fire flow
demands were applied for the specified duration beginning at the peak demand hour. Fire flow
junction locations are the same as in the existing system fire flow analysis, and are shown in
Figure 5-3.
The results of this dynamic fire flow analysis are presented in Figure 6-6, which displays minimum
pressures experienced during the simulation. The minimum system pressure for this scenario is
39 psi, which is well above the fire flow criteria of 20 psi.
An additional analysis of fire flow capacity was performed utilizing WaterGEM's fire flow analysis
tool. This tool determines whether the system is able to provide required fire flow given a system-
wide pressure constraint of 20 psi. This analysis is run in steady state with initial conditions (pump
on/off status and tank levels) equivalent to peak demand hour conditions. The results of this
analysis are shown in Table 6-6. All fire flow nodes passed the analysis, with the lowest
systemwide pressure for an individual fire being 41 psi.
A D RA GIB
6-13
41*
r
Surface Water
Treatment Plant
Minimum Pressure (psi)
C 25 - 35
C 35 - 45
C 45 - 55
• 55 - 65
roix Road
❑ City Water Service Area
❑ Water Plant
Pipelines
or+`'fork Drive
Drive
Figure 6-6
2030 EPS Water Model
Maximum Day Demand Condition
w/ Fire Flow
Minimum Junction Pressures
s
0 0.5 1
Miles
•-�, Green Tee WP41i Aeh
ARDURRA
Y//"
i / /
LIPP
KIT Professionals, Inc.
City of Pearland
Water Master Plan
Table 6-6: Fire Flow Analysis Results
Node Label
Fire Flow
(gpm)
Distribution
System Lower
Limit Pressure
Constraint
(psi)
Minimum
Distribution
System Pressure
at Total Fire
Flow Supplied
(psi)
Satisfies Fire
Flow
Constraints?
GJ-1645
1,500
20
45.5
TRUE
GJ-5075
1,500
20
45.5
TRUE
GJ-5958
1,500
20
45.5
TRUE
GJ-1573
1,500
20
44.7
TRUE
GJ-6670
1,000
20
45.0
TRUE
GJ-4499
1,000
20
43.9
TRUE
GJ-323
1,000
20
41.3
TRUE
6.7 Future System Water Quality Results
The average water age for the 2030 average day demand scenario is presented in Figure 6-7. The
average water age was calculated by running the model for a sufficient run time to reach an
equilibrium of water age (as the water age for all elements in the model starts at zero). The
average water age is then calculated for the last 24 hours of the simulation. Most of the
distribution lines in the 2030 water service area have a water age of less than 24 hours. Water
ages are greatly reduced from the 2018 scenario (see Section 5), particularly in the central
portion of the City. This is due to the dual pressure plane configuration and future pumping
upgrades at the Shadow Creek, Kirby, and Alice WPs, where additional supply is to be located.
Additionally, a trace analysis for the average day demand condition was conducted. The result of
this analysis is shown in Figure 6-8. Blending zones in the future scenario are reduced due to the
larger service areas of the new SWTP and Alice supplies.
ARDURRA
[IT
6-15
G
cr
0
Average Age (hr)
G 0-24
O 24 - 48
O 48-72
O 72 - 96
• > 96
Surface Water
Treatment Plant
x Road
r
.63
❑ Water Plant
Pipelines
❑ City Water Service Area
W Southfork pr/.
0
m ti
Orthfork DrNe
0
r0
0
co
Baile
CO
0
0
v a
GardenP_�
Figure 6-7
2030 EPS Water Model
Average Day Demand Conditions
Water Age
ARDURRA
S
Fiugres Ro00 0.5 1
Miles
KIT Professionals, Inc.
A
Fellows Road
Country
Place WP
Southdown
Hughes Ranch Ro
o"thfork Dr\'
(• 3
(0Southfork pr�fre s,� a
T 3 %
m m f'�. N ac
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rue+"_' , .
Croix Road
i It
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Garden'WP
S
�oaa Hugres R°00 0.5 1
Miles
5)
0
Bailey
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s —
0
c
0
f ,r-
Magnolia WP
treet
Southeast WP
Liberty WP.
24-Hr Average % Source Trace
SWTP Southeast Liberty Garden
20 - 40 Li 20 - 40 Li 20 - 40 20 - 40
Ei 40-60 E 40-60 n 40-60 40-60
I— 60-80 60-80 60-80 60-80
80-100 •_ 80-100 I-80-100 80-100
H
518 Magnolia AI'ce
E 20-40 20-40 E] 20-40
E 40 - 60 40 - 60 40 - 60
60-80 60-80 60-80
80 - 100 80 - 100 1 80 - 100
Figure 6-8
2030 EPS Water Model
Average Day Demand Condition
Zones of Influence
ARDURRA
KIT Professionals, Inc.
City of Pearland
Water Master Plan
6.8 Alternative Capacity Requirement Analysis
An alternative capacity requirement (ACR) analysis was performed to evaluate the infrastructure
requirements dictated by TCEQ. Based on historical demand data and model demonstration of
system resiliency in maximum demand and fire flow conditions, both in current and future
scenarios, TCEQ granted City reduced production, total storage, and elevated storage
requirements, which are outlined in Table 6-7. Appendix C has the TCEQ ACR approval letter.
Table 6-7: ACR Requirements
Capacity Type
Per Connection Requirement
Total 2030 Capacity
Requirement
Total Production
0.44 gpm/connection
39.5 MGD
Total Storage
148 gallons/connection
9.2 MG
Elevated Storage
74 gallons/connection
4.6 MG
In the year 2030, City is projected to have 62,420 connections to its water system. City has current
and planned infrastructure that is well beyond the 2030 capacity requirements for total storage
and total production. City also currently has adequate elevated storage to meet the approved
ACR. However, City has 4.5 MG of EST storage, and the projected 2030 capacity requirement
projection is 4.6 MG. Depending on the actual growth of the City in the future, an additional EST
may need to be integrated into the City water system.
U.0
w 0.0
mow
eIND
IWO
OW
411.
00
OP
ow
Ow
2018
Current Elevated Storage
..,Required Elevated Storage
2023 2030
Planning Year
Potential Future Elevated Storage Need
Figure 6-9: Existing and Projected Elevated Storage Requirements
The TCEQ ACR approval letter is included as Appendix C of this report.
A D RA KIPP
6-18
City of Pearland
Water Master Plan
Section 7 Capital Improvement Plan
This section discusses costing methodology and assumptions for developing budgetary or
planning level cost estimates for planned infrastructure projects, outlines proposed
infrastructure to be included in a 5-year capital improvement plan (CIP), proposed infrastructure
to be included in the 10-year CIP, and an overview of the CIP process.
7.1 Cost Assumptions
Budgetary cost opinions were developed for all of the CIP projects. Budgetary cost opinions are
commensurate with the Association of Advancement of Cost Engineering (AACE) level estimates.
The developed costs rely on comparable feasibility studies or construction costs. When
equivalent construction costs are not available, cost is based on cost curves, the Texas Water
Development Board (TWDB) Unified Costing Model, professional judgement and other resources.
It is important to note that these high-level cost estimates do not involve any engineering
concept development. At this stage of project development, there are still many unknowns, and
further investigation is required to develop refined cost estimates for each project. As such, the
costs presented in this document are intended for use with long-range planning purposes. The
level of accuracy ranges from the low end of ± 20 to 50 percent to the upper range of ± 30 to 100
percent. Capital costs include direct project costs as well as indirect project costs summarized
below:
• Contingency and other project costs — assumed to be 30 percent of the direct project
costs for engineering and feasibility studies, legal assistance, bond counsel, and other
contingencies. The contingency allowance also accounts for unforeseen circumstances
and for variances in design elements.
• Permits, bonds and insurance — assumed to be 13 percent of the direct project costs to
account for permitting costs, sales tax, general contractor bonds, builders insurance,
and general liability insurance.
• Mobilization and Demobilization — assumed to be 5 percent of the direct project costs
for mobilization and demobilization of the contractor's equipment and labor to the
construction site.
• Contractor overhead and profit — assumed to be 15 percent of the direct project costs
and indirect project costs (mobilization/demobilization and permits, bonds and
insurance) to cover contractor overhead costs and allow a fair profit on the project.
• Engineering and Design — assumed to be 15 percent of the direct project costs
A D RA KIPP
7-1
City of Pearland
Water Master Plan
Detailed cost breakdowns for CIP projects are given in Appendix D. Where detailed cost
breakdowns are not furnished, project costs were determined by the City and provided to the
Master Plan project team.
7.2 5-Year CIP
The goal of the capital improvement projects is to address existing deficiencies in the system, as
well as provide capacity for future conditions in the water distribution system. This section
presents the recommended five-year CIP for the City's water system based on the analysis and
findings presented in Section 6 and discussions with the City. The CIP presented in this section
and in Table 7-1 summarize recommended improvements for the next 5-year term (2019-2023).
The costs in Table 7-1 have been escalated to the mid -point of construction. Each proposed
project is categorized by project type. The project types are defined as follows:
• Supply Capacity Improvements: These projects include all infrastructure improvements
necessary to treat and distribute new supply sources.
• Water Plant Reliability Improvements and Rehabilitation: These projects include
condition assessment and improvements necessary to address reliability and water
quality concerns at the City's groundwater plants.
• Distribution System Waterline Improvements: These projects include replacement,
upsizing, and installation of water lines or valving infrastructure to increase system
reliability and performance.
• Systemwide Planning and Optimization Projects: This category includes projects which
aid in optimization of system operation and performance, data collection, and planning.
A D RA GIB
7-2
Table 7-1: 5-Year CIP Project Cost
Project Name
Start Year
City of Pearland
Water Master Plan
Completion Year
Cost Opinion
Supply Capacity Improvements
SWTP Phase I
SCR WP Upgrades
Kirby WP Upgrades
2021
2022
2022
2024
2024
2024
$ 143,075,000
$ 13,327,000
$ 8,630,400
Water Plant Reliability Improvements and Rehabilitation
Southeast & Magnolia WP Reliability Improvements
Liberty, 518 & Green Tee WP Reliability Improvements
EST Mixing Improvements & Rehabilitation
Underground Piping Infrastructure at Water Facilities
SCR WP GST Expansion
Southdown WP GST Replacement
GST Rehabilitation
McHard Rd Waterline Phase II
Hughes Ranch Road East Waterline Phase II
Pressure Regulating Valves
SCR Area Waterline Project
Eastern Pressure Plane Waterline Project
Massey Oaks Water Line Project
Water Quality/Transite Pipe Replacement
2020
2021
2020
2020
2019
2019
2021
2022
2023
2025
2024
2021
2021
2025
Distribution System Waterline Improvements
2021
2023
2021
2022
2022
2020
2019
2024
2025
2024
2024
2024
2022
2024
2,000, 000
500,000
1,612,000
1,250,000
400,000
6,050,000
6,200,000
1.1
7,040,000
3,036,000
554,000
446,000
1,602,000
11,445,000
17,000,000
Systemwide Planning and Optimization Projects
Systemwide Water SCADA Improvements
Advanced Metering Infrastructure
SCR Park Re -use Waterline
2020
2019
2019
2022
2022
2021
$ 1,100,000
$ 18,000,000
$ 1,545,000
7.2.1 Supply Capacity Improvements
SWTP Phase I
This project includes pilot testing, design, and construction of a 10-MGD intake, SWTP, and high
service pump station. This project also includes 24-inch — 36-inch transmission pipelines from the
SWTP to SCR and Kirby WPs, and installation of fiber to serve the City's SCADA system.
SCR WP Upgrades
The purpose of this project is to provide additional distribution pumping capacity to
accommodate additional supply capacity planned at this plant (8 MGD of treated surface water
delivered via transmission mains). This project includes replacing and upgrading booster pumps
to achieve 18 MGD pumping capacity, with each pump having a variable frequency drive (VFD).
Project also includes piping, valving, and electrical/SCADA improvements to receive and
distribute surface water.
A D RA GIB
7-3
City of Pearland
Water Master Plan
Kirby WP Upgrades
The purpose of this project is to provide additional distribution pumping capacity in order to
accommodate additional supply capacity planned at this plant (2 MGD of treated surface water
delivered via transmission mains). This project includes replacing and upgrading booster pumps
to achieve 10.5 MGD pumping capacity, with each pump having a variable frequency drive (VFD).
Project also includes piping, valving, and electrical/SCADA improvements to receive and
distribute surface water.
7.2.2 Water Plant Reliability Improvements and Rehabilitation
Southeast & Magnolia WP Reliability Improvements
This project includes rehabilitation measures to address aesthetic water quality issues with
Southeast WP and Magnolia WP wells. This project will replace or rehabilitate the existing 1 MG
GST at Southeast WP so that it is fully operational. Additionally, water from Magnolia WP will be
pumped to Southeast WP for treatment and distribution to reduce water quality issues related
to blending of the two sources.
Liberty WP, 518, & Green Tee WP Reliability Improvements
This project includes condition assessment and as -needed improvements to increase reliability
at Liberty, 518, and Green Tee WPs. The project is to include inspecting, repairing, and replacing
aging underground piping and valves.
EST Mixing Improvements and Rehabilitation
This project includes implementation of water quality monitoring and tank mixing improvements
to improve disinfectant residuals. This will entail a full assessment of all EST coatings to assess
and rank for interior/exterior coating replacement. As necessary, the project will include
replacement of the interior and exterior coating systems and minor vent and pipe work required
to maintain the assets.
Underground Piping Infrastructure at Water Production Facilities
This project includes replacing significant portions of aging large diameter water conveyance lines
located at the water plants. This program will inspect each of the 10 WPs and make
recommendations for the design and replacement of failing piping within each facility (in 2019
Shadow Creek WP, in 2020 Garden Road and Cullen Blvd WPs, in 2021 Southdown and Country
Place WPs, in 2022 Kirby Water WP, and in 2023 Green Tee Water WP.
SCR WP GST Expansion
This project includes removal of existing hydropneumatics tanks and installing a new 3-MG GST
at the SCR WP.
ARDURRA /
7-4
City of Pearland
Water Master Plan
Southdown WP GST Replacement
This project includes removal and replacement of existing 140,000-gallon bolted ground storage
tank. Project also includes the removal of the hydropneumatic tanks, installation of variable
frequency drives for the pumps, and replacement of the 250,000-gallon welded steel tank.
GST Rehabilitation
Project includes full assessment of all GST coatings to assess and rank for interior/exterior coating
replacement. Typical coating life expectancy is between 12-15 years. It is recommended to
replace the interior and exterior coating systems and perform any minor vent and pipe work
necessary to maintain the asset.
7.2.3 Distribution System Waterline Improvements
McHard Rd. Waterline Phase II
Project includes extension of Phase II of the 16-inch diameter transmission line from Cullen
Parkway to Mykawa Road, a total of approximately 17,500 linear feet.
Hughes Ranch Road East Waterline Phase II
This project includes installation of approximately 4,500 LF of a 12-inch diameter water line,
extending along Hughes Ranch Road from Cullen Parkway to Max Road, near the Hickory Slough
Sportsplex. This waterline extension will be completed in coordination with the Hughes Ranch
Road Expansion. Fiber connection will be completed from PSB to serve the Hickory Slough Park,
Storm Pump Station and Sanitary Lift Station.
Pressure Regulating Valves
This project includes splitting the system into two pressure planes by installing PRVs on all lines
connecting east and west systems. In total, there will be approximately four PRVs installed.
SCR Area Waterline Project
This project includes construction of approximately 3,900 LF of proposed 8- to 12-inch diameter
waterlines in the southern portion of the Shadow Creek neighborhood to increase water system
looping.
Eastern Pressure Plane Water Line Project
This project includes construction of approximately 8,600 LF of proposed 10- to 16-inch diameter
waterlines to improve west -east connectivity in the proposed eastern pressure plane.
A D RA GIB
7-5
City of Pearland
Water Master Plan
Massey Oaks Water Line Project
This project includes construction of approximately 37,000 LF of proposed 16-inch diameter
waterlines to improve connectivity to future development near Massey Ranch Road.
Water Quality / Transit Pipe Replacement
This project includes replacing approximately 63 miles of failing transite pipe water lines (over 30
years old) in the City with PVC water lines.
7.2.4 Systemwide Planning and Optimization Projects
Systemwide Water SCADA Improvements
This project includes updating SCADA system so that it collects all important parameters and
improves monitoring and downloading capabilities.
Advanced Metering Infrastructure
This project includes replacing approximately 37,000 water meters and drive -by reading system
with an advanced metering infrastructure (AMI) and addition of Customer Portal Technology.
Shadow Creek Ranch Park Reuse Waterline
This waterline project will convey Type I reuse water for irrigation of the Shadow Creek Ranch
Park facility. The Reflection Bay Water Reclamation Facility Expansion project anticipated this
need, and the non -potable water facility and storage was sized to provide adequate capacity and
pressure. The water line will follow the shared use trail alignment along Clear Creek.
ARDURRA
[IT
7-6
City of Pearland
Water Master Plan
7.3 10-Year CIP
This section presents the recommended ten-year capital improvement projects for the City's
water system based on the analysis and findings presented in Section 6. The CIP presented in this
Section and in Table 7-2 includes recommended improvements for the next 10-years (2023-
2028). Costs shown in Table 7-2 are escalated to the mid -point of construction.
Table 7-2: 10-Year CIP Project Costs
Project Name
Start Year
Completion Year
Cost Opinion
Supply Capacity Improvements
SWTP Phase II
Alice WP Upgrades
Southeast WP Upgrades OR New Repump Station*
2027
2024
2026
2030
2026
2029
$ 120,000,000
$ 1,470,000
$ 37,482,000
Distribution System Waterline Improvements
Alice WP Service Area Water Line Project
Clear Creek Pipeline Crossing
Green Tee Area Water Line Projcet
2027
2024
2024
2029
2026
2026
437,000
928,000
856,000
Systemwide Planning and Optimization Projects
Update Water Master Plan, Rate Study & Impact Fee 2024 2025 $ 500,000
*The Southeast WP Upgrades OR New Re -pump Station represent projects that would not both be constructed. One
or the other would be selected, contingent on the new SWTP expanding to 20 MGD and the additional supply being
used to service the eastern pressure plane. The maximum cost of these two projects is presented in the above table.
7.3.1 Supply Capacity Improvements
Surface Water Plant Expansion Phase 11(10 MGD)
This project includes a 10-MGD expansion of SWTP intake, treatment plant and high service pump
station.
Alice WP Upgrades
This project includes installation of a new booster pump to increase booster pump capacity to 15
MGD or more. The purpose of this project is to accommodate additional supply.
New Re -pump Station or Southeast WP Upgrades
This project includes upgradation or installation of new booster pumps to achieve 18 MGD
pumping capacity. Project also includes piping and valving improvements to receive surface
water and integration of a 1-MG GST.
A D RA GIB
7-7
City of Pearland
Water Master Plan
7.3.2 Distribution System Waterline Improvements
Alice Service Area Water Line Project
This project involves removing and replacing 3,000 LF of existing 6-inch diameter waterlines with
8-inch diameter waterlines. It will also include replacing 300 LF of existing 8-inch diameter
waterline with 12-inch diameter waterline. The larger diameter water lines will reduce head loss
in this area, and will be helpful in conveying Alice WP water, which will be delivered at higher
pressures and flow rates after the expansion of the Alice WP.
Green Tee Area Water Line Project
The water lines in the Green Tee area (west of Clear Creek) experience high head loss, and
operators have reported that water quality is difficult to maintain when the Green Tee re -pump
station is out of service. To address this, several water lines are proposed to be upsized, along
with the addition of looping water lines.
Clear Creek Pipeline Crossing
An additional water line crossing Clear Creek is needed to provide additional flow to the growing
Green Tee area in the future. The proposed pipeline will aid in delivering additional supply from
the expanded Alice WP to the Green Tee area.
7.3.3 Systemwide Planning and Optimization Projects
Update Water Infrastructure Master Plan, Rate Study and Impact Fee
This project includes updating the water system master plan based on new information on
population growth, annexations, regionalization concepts, and groundwater reduction mandate.
7.4 Capital Improvement Plan Overview
Maps of planned pipeline, supply and storage infrastructure are shown in Figure 7-1, Figure 7-2,
and Figure 7-3, respectively. Additionally, proposed project timelines are presented in Table 7-3.
ARDURRA
[IT
7-8
�y McHard Road Waterline Phase II
7.
Hughes'Ranch Raad!East Waierllne Phase 11
1�1
I
E..•I:rr. suref'I•:nc
1.'3terlineTra
r_
r
P
n
ject r -.41
Figure 7-1: Planned Pipeline Projects
MIIIIIMOV
IJil1ir.' vi
0
klagnolla
et S
"5outheasr.
tit.
System -wide Supply Capacity (MCD)
Figure 7-2: Planned Water Supplies
A D RA LIPP
City of Pearland
Water Master Plan
7-9
City of Pearland
Water Master Plan
Cullen
LEGEND
9.5 MG
FUTURE GS1
STORAGE
4.5 MG EXISTING
EST STORAGE
14.4 MG EXISTING
GST STORAGE
v' �MIrErr '�
�
i1— iberty p• �
lin : .
Iml^ ��' f 5` 8
■
EPP
Figure 7-3: Planned Storage Facilities
A D RA LIPP
7-10
City of Pearland
Water Master Plan
Table 7-3: Implementation Schedule
Project Name
Near Term Long Term
0
N H r I
Supply Cape city Improvements
SWTP Phase I
SWTP Phase II
SCR WP Upgrades
Kirby WP Upgrades
Alice WP Upgrades
Southeast WP Upgrades OR New Repump Station
Water Plant Reliability Improvements and Rehabilitation
Southeast & Magnolia WP Reliability Improvements
Liberty, 518 & Green Tee WP ReliabilityImprovements
EST Mixing Improvements & Rehabilitation
Underground Piping Infrastructure at Water Faculties
SCR WP GST Expansion
South down WP 6ST Replacement
GST Rehabilitation
Distribution System Waterline Improvements
Mchlard Rd Waterline Phase II
Hughes Ranch Road East Waterline Phase II
Pressure Regulating Valves
SCR Area Waterline Project
Eastern Pressure Plane Waterline Project
Massey Oaks Water Line Project
Alice WP Service Area Water Line Project
Clear Creek Pipeline Crying
Green Tee Area Water Line Prajed
Water Quality/Transite Pipe Replacement
Systemwide Planning and Optimization Projects
Systemwide Water SCADA Improvements
Update Water Master Plan, Rate Study & Impact Fee
Adva need Metering Infrastructure
SCR Park Re -use Waterline
SWTP Phase I i10 ivik5D)
ARDURRA
[IT
7-11
City of Pearland
Water Master Plan
Section 8 Future Considerations
This section discusses the possibility and planning implications of annexation of ETJ areas, the
City becoming a regional water provider, and planning for a groundwater reduction mandate.
8.1 ETJ/Annexations
The State Legislature passed Texas Senate Bill (SB) 6 into law in August 2017. The law governs
municipal annexations and requires that municipalities in counties with over 500,000 residents
get resident approval through a vote to annex new territory. Portions of the City limits lie in Harris
County, which has a population of approximately 4.7 million people. Therefore, SB 6 impacts the
City's ability to annex its ETJ areas. For this reason, the Water Master Plan focuses on growth
within the current City limits. However, in the event that City would annex portions of its ETJ, this
section outlines population projections and potential capacity upgrades that would have to
occur.
Population projections were developed for the entire ETJ area. The projected population is
presented in Figure 8-1. In the year 2040, the ultimate population of the ETJ area is projected to
be 22,500. Additionally, the corresponding estimated water demand, calculated using a GPCD
factor of 225, is 5 MGD.
24,000
22,000
20,000
18,000
cc
3
0 16,000
a
14,000
12,000
10,000
2030
2023
2040
2015 2020 2025 2030 2035 2040
Year
Figure 8-1: ETJ Population Projection
A D RA GIB
8-1
City of Pearland
Water Master Plan
Demand projections for the combined City Limits and ETJ area are shown in Figure 8-2. The total
projected water demand for summer months in 2040 for both the City and ETJ area is 48.4 MGD.
The City's total projected supplies for 2030 is 49 MGD. Therefore, in order to adequately supply
water to the entire ETJ area, additional potable water supplies would be needed. Additional
water supply could be in the form of a 10 MGD expansion of the new SWTP.
Water Demand (MGD)
60
50
40
30
20
10
0
Lll lO I� 00 Ol o N M Lt lD N 00 Ol o M Lfl lD r 00 Ol o
-i ci rl ci ci N N N (V Ni N (V Ni N N M M M M M M M M M M
O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0
NI N N NI N N N N N N N N N N NI N N NI N N NI N N NI N NI
Year
ETJ Area Water Demand • City Limits Water Demand
Figure 8-2: City and ETJ Maximum Day Water Demand Projections
Figure 8-3 displays the ETJ area. This map also calls out two communities in the ETJ area, Silver
Lake and Savannah Lakes. These communities have established water supply, storage, and
distribution infrastructure. The Savannah Lakes community is served water by Brazoria County
(BC) MUD 21. The Silver Lake Community is served water by BC MUDs 2, 3, and 6. Therefore, the
amount of additional supply and storage infrastructure needed to serve the annexation of these
communities may be reduced. Table 8-1 outlines the known infrastructure capacities of the Silver
Lake and Savannah Lakes communities. The existing supply capacities of Silver Lake and Savannah
Lakes suggests that no additional supply would need to be procured to annex these areas.
Regardless, detailed growth projections and existing capacity analyses should be conducted in
the event that any ETJ area is annexed.
ARDURRA
8-2
'urt Road m
McHard Road
Savannah Lakes
Fellows Road
City Limits
ETJ Area
Limits
McHard Road McHard Road
Hughes Ranch Road
West Bra Street
Figure 8-3
City of Pearland
ETJ Communities
Magnolia Street
7\\,/
ARDURRA
LIPP
KIT Professionals, Inc.
City of Pearland
Water Master Plan
Table 8-1: Developed ETJ Area Water Infrastructure Capacities
Infrastructure Type
Silver Lake Capacity
Savannah Lakes Capacity
Elevated Storage Tank
0.7 MG
None
Ground Storage Tank
3.4 MG
0.66 MG
Groundwater Wells
10 MGD
6.5 MGD
8.2 Regional Water Provider
The option of the becoming a regional water provider will have to be evaluated from a supply -
demand standpoint after firm contracts are procured for additional supply at the Alice WP and
the potential expansion of the new SWTP. The possibility of ETJ area annexation and the
additional supply that would be consumed by annexed areas must be taken into account.
The future SWTP will initially be a 10-MGD plant with the ability to expand to 20-MGD in the
future. The 20-MGD surface water supply could be used to serve the City service area in the event
that the Alice WP is not expanded or to serve the possible ETJ annexation areas. The expanded
SWTP could give City excess water supply capacity and the ability to become a regional water
provider. In particular, the City of Manvel has expressed interest in purchasing treated surface
water from the City of Pearland.
8.3 Groundwater Reduction Program
The Texas Legislature has the ability to create Subsidence Districts. Subsidence Districts regulate
groundwater withdrawal in order to prevent subsidence and associated flooding. Fort Bend,
Harris, and Galveston Counties all are located in Subsidence Districts. Brazoria County, the county
in which the majority of the City limits fall, currently does not have a Subsidence District or have
any groundwater reduction mandates. However, given that Harris, Fort Bend, and Galveston
Counties border Brazoria County, the possibility of Brazoria County having a Subsidence District
in the future must be a consideration for future planning.
The Fort Bend and Harris -Galveston Subsidence Districts are subdivided into regulatory areas,
each with their own groundwater reduction mandates. Figure 8-4 shows the boundaries of the
subsidence districts and their regulatory areas. Table 8-2 details the maximum permissible
groundwater withdrawals for each regulatory area. Two regulatory sub -areas have exceptions
for permittees with an approved Groundwater Reduction Plan (GRP). Pearland is located closest
to Fort Bend Regulatory Area A, and Harris -Galveston Regulatory Area 2. Harris -Galveston
Regulatory Area 2 has the more stringent groundwater reduction mandate of the two, requiring
groundwater withdrawals not to exceed 20% of annual water production.
ARDURRA /
8-4
,on
KATY OIL A
GAS FIELD
Fort Bend
Area B
Harris -Galveston
Area 3
Fort Bend
Area A
City of Pearland Water Service Area
Fort Bend Regulatory Areas
nHarris -Galveston Regulatory Areas
Harris -Galveston
Area 2
1,,Na COICijL;
Mama'- 1
Figure 8-4
Subsidence District
Regulatory Areas
5
10
t�
Harris -Galveston
Area 1
Miles
Galveston Hay
Beach G,l:
ARDURRA
KIT Professionals, Inc.
City of Pearland
Water Master Plan
Table 8-2: Subsidence District Maximum Annual Groundwater Withdrawals
Subsidence District
Regulatory Area
Maximum Annual Groundwater
Withdrawal (As % of Total
Production)
Fort Bend
Area A
40% S
Area B
100%
Harris -Galveston
Area 1
10%
Area 2
20%
Area 3
20% 5
As discussed in Section 6, the City's maximum day demand in 2030 is projected to be 43 MGD.
Surface water supplies will be in the form of 10 MGD from the new SWTP and 15 MGD from the
Alice WP. This leaves 18 MGD of supply needed from the groundwater wells, which amounts to
42% of the total maximum day demand. However, for the average day scenario (24 MGD), there
are sufficient surface water supplies such that groundwater withdrawals can be limited to small
percentages of the demand. As shown in Table 8-3, some groundwater supply is required to
satisfy demands based on hydraulic constraints. Regardless, it is expected that the City will be
able to meet groundwater reduction mandates given its investment in procuring additional
surface water supplies. A groundwater reduction mandate of 20% maximum annual withdrawal
is readily achievable under this Master Plan.
Table 8-3: Future Groundwater Withdrawal Needs
2030 Maxim Day
Demand Condition
2030 Average Day Demand
Condition
Demand (MGD)
43
24
Surface Water Supply (MGD)
25
20
Ground Water Supply Needed (MGD)
18
4-5
Groundwater % of Total Demand
42%
17-20%
Maximum groundwater withdrawal increased to 70% for permittees operating under approved GRP.
ARDURRA
8-6
City of Pearland
Water Master Plan
Appendix A
City of Pearland Water Plant Infrastructure Data
A D RA GIB
CITY OF PEARLAND
WATER SUPPLIES
Site
Values from As-Builts, City Ops, & Field Visits
Source Elevation Q HG
Type [ft] [gpm] [ft]
Comments
CULLEN WATER PLANT Well -284 1251 309 NG + 35")
KIRBY WATER PLANT Well -281 2122 313 Well discharge CL = 64.5'
Well discharge CL = 56.5' (measured in field as
LIBERTY WATER PLANT Well -216 1366 258 Well discharge CL = NG + 28"
MAGNOLIA WATER PLANT Well -229 1063 266 Well discharge CL = NG + 32"
MCLEAN WATER PLANT Well -220 641 257 Well discharge CL = NG + 25.5"
SOUTHEAST WATER PLANT Well -203 1973 231 Well discharge CL = 51' (measured in field as
NG + 29.5")
GARDEN WATER PLANT Well -234 1191 255 Well discharge CL = 54'
518 WATER PLANT Well -183 765 224 Well discharge CL = NG + 13"
SOUTHDOWN WATER PLANT Well -260 1235 288
COUNTRY PLACE WATER PLANT Well -270 1215 300 Offsite well discharge CL = NG + 54"
SHADOW CREEK WATER PLANT Purchase NG + 26" 2500-2700 50 psi Avg. Q given. Max supply is 4167 gpm
ALICE WATER PLANT Purchase 89.3 2600 89.3
6944 gpm.
Tank inlet CL. Average Q given. Max supply is
CITY OF PEARLAND
WATER STORAGE INFRASTRUCTURE
ELEVATED STORAGE TANKS AND GROUND STORAGE TANKS
Site
Values from As-Builts, City Ops, & Field Visits
Tank Grade Base LWL HWL Max Diam. Vol.
Type [ft] [ft] [ft] [ft] [ft] [MG]
ALICE - EST EST 44.21 50 psi 56 psi 50.0 0.50
CULLEN - EST EST 53.5 48 psi 48 psi 55 psi 75.0 1.00
LIBERTY - EST EST -- 50 psi 55 psi 50.0 0.50
MCLEAN - EST EST 50 psi 55 psi 50.0 0.50
SOUTHEAST - EST EST 48.00 153.5 153.5 188.5 75.0 1.00
KIRBY - EST EST 62.0 167.0 167.00 202.00 70.0 1.00
ALICE GST GST GST 47.52 48.90 76.9 80.9 151.8 5.00
COUNTRY PLACE GST GST -- NG + 16.5" Base + 18' Base + 23' 60.0 0.50
GREEN TEE - GST GST NG + 10" Base + 17' Base + 21' 38.0 0.21
CULLEN - GST GST 53.5 54.0 54.0 77.50 65.4 0.61
GARDENROAD - GST GST 51.5 52.0 52.0 75.5 55.0 0.43
KIRBY - GST GST 62.0 60.0 60.0 83.50 86.0 1.00
LIBERTY - GST GST NG + 4" Base + 20' Base + 27' 55.0 0.46
MAGNOLIA - GST GST -- NG + 5" Base + 24' Base + 27' 55.0 0.50
518 - GST GST -- NG NG + 23' NG + 26' 50.0 0.46
MCLEAN - GST GST NG + 3" Base + 20' Base + 23' 38.0 0.50
SOUTHDOWN - GST 1 GST -- NG 19.00 26.00 50.0 0.50
SHADOWCREEK - GST 1 GST 64.0 64.0 64.0 96.00 95.0 1.70
SOUTHEAST -GST GST 48.00 48.5 48.5 72.00 86.0 1.00
SHADOW CREEK - GST 2 GST 64.0 64.0 64.0 96.00 95.0 1.70
SOUTHDOWN - GST 2 GST -- NG N/A N/A 26.0 0.13
CITY OF PEARLAND
INFRASTRUCTURE - PUMPS, BOOSTER PUMPS AND WELLS
Site
Values from As-Builts, City Ops, & Field Visits
Pump Mftr.
Comments
Name Plate Data
Pump
Elevation
Q
TDH
Type
[ft]
[gpm]
[ft]
Curve Data
ALICE UPGRADES PUMP1
BP
51.9
3500
150
Full
Smith
Listed elevation is BP discharge (Floor + 35"). BPs
pump from box with FL EL 37.11.
3500gpm, p p 95.4%
Pump)Smith pumpcompany, 3500 m, TDH 150, 1185rpm, 1102NSH01263; Motor: Emerson, ID# S 01 20086218-0001, 200Hp,1185rpm, EFF
ALICE UPGRADES PUMP2
BP
51.9
3500
150
Full
Smith
Pump) Smith pump company, 3500gpm, TDH 150, 1185rpm, 1102NSH01263; Motor: Emerson, ID# S 01 20086218-0001, 200Hp, 1185rpm, EFF 95.4%
ALICEUPGRADES PUMP3
BP
51.9
3500
150
Full
Smith
Pump) Smith pump company, 3500gpm, TDH 150, 1185rpm, 1102NSH01263; Motor: Emerson, ID# S 01 20086218-0001, 200Hp, 1185rpm, EFF 95.4%
ALICE UPGRADES PUMP4
BP
51.9
0
0
--
--
Design allotted space for 4th BP, but this pump
not yet installed.
COUNTRY PLACE BP1
BP
NG + 17"
1000
None
N/A
75 hp motor; 8" discharge
COUNTRY PLACE BP2
BP
NG + 17"
1000
None
N/A
75 hp motor; 8" discharge
COUNTRY PLACE BP3
BP
NG + 17"
600
None
N/A
6" discharge
COUNTRY PLACE BP4
BP
NG + 17"
150
53 psi*
None
N/A
4" discharge; listed pressure is with only this
pump running (typical condition)
GREEN TEE BP1
BP
Slab + 17"
500
None
N/A
30 hp motor; Slab = NG + 10"; Qfrom TCEQ DWW
GREEN TEE BP2
BP
Slab + 17"
500
None
N/A
30 hp motor; Slab = NG + 10"; Qfrom TCEQ DWW
CULLEN PUMP 1
BP
56.5
1500
150
Full
PACO
Q, TDH from curve
Pump) PACO pumps, cat#29-60123-140001, Imp. Dia. 12.0", Stock #91878572; Motor) Brook Crompton, Ref #55K24_460/HKEM0187, 75Hp
CULLEN PUMP 2
BP
56.5
1500
115
Full
PACO
Pump) PACO pump, cat #29-60121-740101-2912 EE, 1500gpm, TDH 115, Imp. Dia. 11.49"; Motor) Super E Baldor, Cat #EM4314T, 60Hp, 1780rpm
CULLEN PUMP 3
BP
56.5
1500
115
Full
PACO
Pump) PACO pump, cat #29-60121-740101-2912 EE, 1500gpm, TDH 115, Imp. Dia. 11.49"; Motor) Super E Baldor, Cat #EM4314T, 60Hp, 1780rpm
MCLEAN PUMP 1
BP
NG + 46"
600
Model: 3-pt
Layne -Bowler
Qfrom TCEQ DWW
Pump) Layne -Bowler, #45642; Motor) Westinghouse, 25Hp, Model #ABDP, S/N#1734487, 1470rpm
MCLEAN PUMP 2
BP
NG + 46"
600
Model: 3-pt
Layne -Bowler
Qfrom TCEQ DWW
Pump) Layne -Bowler, #43641; Motor) General Electric, 50Hp
518 PUMP 1
BP
NG + 30.5"
1000
152
Full
PACO
Pump) PACO pump, #1140707146L011901, imp. Dia. 6.99", TDH 152, 1000gpm; Motor) Baldor Standard-E, #M2542T, #40H007W931H1, 50Hp, Eff 92.4%
518 PUMP 2
BP
NG + 30.5"
1000
152
Full
PACO
Pump) PACO pump, #1140707146L011901, imp. dia. 6.99", TDH 152, 1000gpm; Motor) Baldor Standard E, cat# M2542T, 50Hp, 3510rpm,
spec#40H007W931H1, Nom eff. 92.4%
518 PUMP 3
BP
NG + 30.5"
1000
152
Full
PACO
Pump) PACO Pump, #1140707146L011901, imp. Dia. 6.99", TDH 152, 1000gpm; Motor) Baldor Super E, cat# M2542T, 50Hp, 3510rpm, spec#
40H007W931H1, Nom Eff. 92.4%
MAGNOLIA PUMP 1
BP
Slab + 36"
750
150
Model: 3-pt
Aurora
Slab = NG + 4"; 50 hp
Pump) Aurora, #82-15555-3, 750gpm, TDH150; Motor) Lincoln, 50Hp, 1765rpm, #104988
MAGNOLIA PUMP 2
BP
Slab + 36"
750
150
Model: 3-pt
Aurora
Slab = NG + 4"; 50 hp
Pump) Aurora, #82-15555-2, 750gpm, TDH 150, 1800rpm; Motor) Marathon, #MN 326TTDR7026HN W, 1760rpm, Eff. 90.2, 50Hp.
MAGNOLIA PUMP 3
BP
Slab + 36"
900
Model: 3-pt
Peerless
Slab = NG + 4"; 60 hp; According to TCEQ DWW,
same Q as other pumps (900 gpm)
Pump) Peerless Pump, #F3 1440MBF, #191253; Motor) U.S. Electrical, 60Hp,1780rpm, Eff. 92.4, ID# H010-A04A034R131M
GARDEN ROAD PUMP 1
BP
54
1500
150
Full
PACO
75 hp; Elev. = Floor + 27.5"; Q TDH from curve
Pump) PACO pumps, #2960124-140001, stock #91878574, Imp. Dia. 12.0"; Motor) Brook Crompton, ref# 55K24_460/IBAM1439, 75Hp, 1775rpm, Eff.
94.1%
GARDEN ROAD PUMP 2
BP
54
1500
115
Full
PACO
60 hp; Elev. = Floor + 27.5"
Pump) PACO pumps, cat #29-60122-140001-2912, 1500gpm, TDH 115.5, Imp. Dia. 11.52"; Motor) U.S. Electrical Hostile Duty, 60Hp, 1780rpm, ID# F216-
202Y326R141M, Eff. 93%
GARDEN ROAD PUMP 3
BP
54
1500
115
Full
PACO
60 hp; Elev. = Floor + 27.5"
Pump) PACO pumps, cat #29-60122-140001-2912, 1500gpm, TDH 115.5, Imp. Dia. 11.52"; Motor) U.S. Electrical Hostile Duty, 60Hp, 1780rpm, Eff. 93%,
1D#F216-50-Y12Y268R054M
1 of 2
CITY OF PEARLAND
INFRASTRUCTURE - PUMPS, BOOSTER PUMPS AND WELLS
Site
Values from As-Builts, City Ops, & Field Visits
Pump Mftr.
Comments
Name Plate Data
Pump
Elevation
Q
TDH
'
Type
[ft]
[gpm]
[ft]
Curve Data
SOUTHDOWN PUMP 1
BP
Slab + 13.5"
500
Model: 3-pt
N/A
30 hp motor; 6" discharge; Slab = NG + 3"; Q
from TCEQ DWW
SOUTHDOWN PUMP 2
BP
Slab + 13.5"
1000
Model: 3-pt
N/A
50 hp motor; 8" discharge; Slab = NG + 3"; Q
from TCEQ DWW
SOUTHDOWN PUMP 3
BP
Slab + 13.5"
1000
Model: 3-pt
N/A
50 hp motor; 8" discharge; Slab = NG + 3"; Q
from TCEQ DWW
SOUTHEAST PUMP 1
BP
50.5
1500
115
Model: 3-pt
PACO
Elev. = Slab +23.5"
Pump) PACO Pump, stock # 91878572, serial # 1971047158-10 B, imp. Dia. 12.0; Motor) 75Hp, 1775rpm, Ref # 55KZ4_460/HIEN0075, Part # CC4N0752,
Nom Eff. 94.1%
SOUTHEAST PUMP 2
BP
50.5
1500
115
Full
PACO
Pump) PACO Pump, Cat# 29-601210240101-2912EE, Serial # 4617401 B, imp. Dia. 11.75, GPM 1500, TDH 115; Motor) Super E Baldor, 60Hp, 1780rpm,
Nom Eff. 95%, Cat # M23A 95014347-001
SOUTHEAST PUMP 3
BP
50.5
1500
115
Full
PACO
Pump) PACO pump, cat # 29-60121-240101-2912 EE, 1500GPM, 115 TDH, imp. Dia. 11.75; Motor) Super E Baldor, 60Hp, 1780 rpm, Nom Eff. 95%, cat #
M23A 95014347-003, spec # M14C051W863G1
LIBERTY PUMP 1
BP
Slab + 34"
750
150
Model: 3-pt
Aurora
Slab = NG + 6"
Pump) Aurora, #82-15555-1, 750gpm, TDH 150, 1800rpm; Motor) Ingersoll Rand, 50Hp, Eff. 93%, 1780rpm, part# 22178354
LIBERTY PUMP 2
BP
Slab + 34"
750
150
Model: 3-pt
Aurora
Slab = NG + 6"
Pump) Aurora, #07-1608117, 750gpm, TDH 150, 3500rpm; Motor) Ingersollrand, 50Hp, Eff. 93%, 1780 rpm, #22178354
LIBERTY PUMP 3
BP
Slab + 34"
1000
151
Full
PACO
Slab = NG + 6"
Pump) PACO pumps, #11407073401011901, 1000gpm, TDH 151, imp. Dia. 6.9"; Motor) Baldor #M2542T, 50Hp, Eff. 92.4%, #40H007W931H1
SHADOW CREEK PUMP 1
BP
66.5
1000
Model: 3-pt
N/A
75 hp; formerly VFD; Q from Model
SHADOW CREEK PUMP 2
BP
66.5
1000
None
N/A
75 hp; formerly VFD; Q from Model; should be
same as BP1
SHADOW CREEK PUMP 3
BP
66.5
2000
None
N/A
150 hp; formerly VFD; Qfrom Model; should be
same as BPS
SHADOW CREEK PUMP 4
BP
66.5
2000
None
N/A
150 hp; formerly VFD; Qfrom Model; should be
same as BPS
SHADOW CREEK PUMP 5
BP
66.5
2000
Model: 3-pt
N/A
150 hp; formerly VFD; Qfrom Model
KIRBY PUMP 1
BP
64
1800
160
Full
PACO
Qfrom TCEQ DWW, curve
Pump) Cat #2960151150112932EE, Stock # 91872680, Imp. Dia. 12.38", TDH 160; Motor) Baldor, 100Hp, 1780rpm, Eff. 95.4%
KIRBY PUMP 2
BP
64
1800
160
Full
PACO
Qfrom TCEQ DWW, curve
Pump) Cat #2960151150112932EE, Stock # 91872680, Imp. Dia. 12.38", TDH 160; Motor) Baldor, 100Hp, 1780rpm, Eff. 95.4%
KIRBY PUMP 3
BP
64
1800
160
Full
PACO
Qfrom TCEQ DWW, curve
Pump) Cat #2960151150112932EE, Stock # 91872680, Imp. Dia. 12.38", TDH 160; Motor) Baldor, 100Hp, 1780rpm, Eff. 95.4%
CULLEN WELL
Well
-284
1251
309.41
Full
--
Well discharge CL = 56.5'
KIRBY WELL
Well
-281
2122
313
Full
--
Well discharge CL = 64.5'
LIBERTY WELL
Well
-216
1366
258
2-point
--
MAGNOLIA WELL
Well
-229
1063
266
2-point
--
MCLEAN WELL
Well
-220
641
257
2-point
--
SOUTHEAST WELL
Well
-203
1973
231
Full
--
Well discharge CL = 51'
GARDEN WELL
Well
-234
1191
255
2-point
--
Well discharge CL = 54'
518 WELL - 3
Well
-183
765
224
2-point
--
SOUTHDOWN WELL
Well
-260
1235
288
Full
--
COUNTRY PLACE WELL
Well
-270
1215
300
Full
--
2of2
CITY OF PEARLAND
WATER SUPPLY AND ALTITUDE VALVES
Site
Values from Model, City Ops, & Field Visits
Valve Model Elevation Diam. Q Comments
Type
Data [ft] [in] [gpm]
GREEN TEE Cla-Val 6-100G, 175 6 0 Valve is for alternate purchased supply; no longer used.
MWWP
ALICE FUQUA 2 x Butterfly Slab + 31" 30 2600 Offsite City Of Houston connection; listed Q is average;
normally open. Max supply is 6944 gpm
ALICE - PLANT INTAKE Bailey B5, S/N 2010271 Slab + 56" 12 0 12" sleeve valve on a 20" pipe; 75 psi during visit, but valve
normally closed when turbines are operational
CULLEN VALVE NG + 36" 16 FCV for EST
SOUTHEAST VALVE 1 NG + 39" 16 FCV for EST
SHADOW CREEK VALVE NG + 26" 14 2500-2700 FCV for COH connection; Max. Supply is 4167 gpm
MCLEAN EST VALVE NG + 20" 12 FCV for EST
ALICE EST VALVE NG + 12" 12 FCV for EST
LIBERTY EST VALVE NG + 22" 12 FCV for EST
Appendix B
Model Calibration Results
A D RA GIB
City of Pearland
Water Master Plan
Steps for Water Model Development: Calibration
Systemwide Diurnal pattern
1.4
1
c
0.9
v
o 0.8
0.7
0.6
System Wide Diurnal Pattern
1
/
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (Hours)
Page D-1
Developed from SCADA
production data for the City WPs
• Involved some estimation due to
data gaps
Applied systemwide diurnal
pattern to all model demand
nodes
• Applied scaling factor so that total
demand = total production for
the calibration day
--A CI,
ARDURRA
Steps for Water Model Development: Calibration
2,300
2,200
2,100
2,000
1,900
1,800
1,700
1,600
1,500
1,400
E 1,300
1,200
1,100
▪ 1,000
900
800
700
600
500 -
400 -
300
200
100
0-
Alice WP Calibration Results
Alice BP Flow - Calibration
01■
■
ti
■
�
•■
�'
■ •�
-
:■
•
1�
■
■
■
■
■
■
•
1 1 1 1 1 1 1 1 1
¢ ¢ ¢ ¢ d ¢ ¢ ¢ d ¢ d ¢ D- a a a a D- a a a a a a ¢
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O 0 0 0 O O 0
[Y ri cr f L N 5D F. 0] T O 1 1N rl N 0 Ih m fi 1 • 4• 0 r1 ry
✓ i ,y .-1 rl r1 r1 ,y
Time
P-3914 - Calibration - Flow (Absolute) • ALICE BP FLOW
62.50
62.00
61.50
61.00
60.50
60.00
59.50
59.00
58.50
58.00
57.50
. 57.00
E 56.50
2 56.00
L 55.50
a 55.00
54.50
54.00
53.50
53.00
52.50
52.00
51.50
51.00
50.50
50.00
Page D-2
Alice Discharge Pressure - Calibration
1
1 1 1 1 1 1 1 1 1 1 1 1 1 1
... d¢¢¢¢¢¢¢¢ a a 0- ti a a a a a a a a¢
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
r4 r1 IV II t Lill f; 1:0 0, 0 ,-1 tV ,H !V 0 c N 0 M1 0 T 0 rl ry
Time
]-6753 - Calibration - Pressure • ALICEPRESSURE
--A-- CI"
ARDURRA
Steps for Water Model Development: Calibration
2,750
2,500
2,250
2,000
O
11,750
1,500
1,250
1,000
Shadowcreek WP Calibration Results
SCR BP Flow - Calibration
■
■ •
■ �
1
■
•
•
■
■
■
:r•
■
■■
■
■
■
II II II II I- II II II 'ED
a a a a a a a a a a a a a a a a a a a a di d a d
0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0
O O O 0 0 0 0 0 0 0 O CO 0 0 0 0 0 0 O O O O 0 0
i4 1-1 ry r1 u O N. CO Q+ O r-I !V .-I N fi Tr O1 m P rO Cr, 0 .--I ry
.-I rl rl rl r-I r-I rl
Time
GP-7674 - Calibration - Flow (Absolute)
■ SCR BP FLDQ) UPDATE
60.00
55.00
50.00
45.00
40.00
7, 35.00
30.00
Et 25.00
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— ]-2567 - Calibration - Pressure • SCR PRESSURE
Page D-3
ARDURRA
City of Pearland
Water Master Plan
Appendix C
Alternate Capacity Requirements Approval Letter
A D RA GIB
PWS_0200008_C0_20190215_ACR
Jon Niermann, Chairman
Emily Lindley, Commissioner
Toby Baker, Executive Director
TEXAS COMMISSION ON ENVIRONMENTAL QUALITY
Protecting Texas by Reducing and Preventing Pollution
February 15, 2019
Mr. Sunil Kommineni, P.E.
KIT Professionals, Inc.
20000 West Sam Houston Parkway S, Suite 1400
Houston, Texas 77042
Re:
City of Pearland - PWS ID No. 0200008
Request for Alternative Capacity Requirements
Brazoria County, Texas
RN 101393601 I CN 600595052
Dear Mr. Kommineni:
On November 30, 2018, the Texas Commission on Environmental Quality (TCEQ) received your
letter and associated data, requesting an alternative capacity requirement (ACR) for the City of
Pearland public water system (PWS ID No. 0200008). ACRs are granted in accordance with the
requirements specified in Title 30 of the Texas Administrative Code (30 TAC) §290.45(g). The
regulations found in 30 TAC §290.45(b)(2) require surface water providers to have a production
capacity of 0.6 gallons per minute (gpm) per connection, a total storage capacity of 200 gallons
per connection, and an elevated storage capacity of 100 gallons per connection. You have
requested ACRs for production capacity, total storage capacity and elevated storage capacity.
The TCEQ staff reviews requests for ACRs based on an evaluation of the system's maximum
daily demand (MDD) and the number of actual connections served at the time. Based on our
review, we are granting new ACRs as follows:
Total Production Capacity 0.44 gpm/connection
Total Storage Capacity 148 gallons/connection
Elevated Storage Tank Capacity 74 gallons/connection
Your submitted daily usage data from September 2015 to August 2018 indicated an MDD of
25,435,000 gallons on July 29, 2018. The number of active connections during July 2018 was
45,951. Using the specifications in §290.45(g)(2) and a safety factor of 1.15, we calculated an
equivalency ratio of 0.74. We note that you requested to use a safety factor 1.05; however, since
the system is currently growing, there was no information provided to demonstrate the use of a
lower safety factor as specified in 30 TAC §290.45(g)(2). Therefore, a 1.15 safety factor was
used. The above ACRs were calculated using this equivalency ratio and the specifications in 30
TAC §290.45(g)(2).
F.O. Box 13087 • AUstin, Texas 78711-3087 • 512-239-1000 • www.tceq.texasgov
How is our customer service? www.tceq.texas.gov/goto/customersurvey
Mr. Sunil Kommineni. P.E.
Page 2 of 2
February 15, 2019
As allowed by 30 TAC §290.45(g)(1)(E), the following dates were excluded from the data used to
calculate the MDD as corrected in your email dated February 8, 2019:
Date excluded from calculations:
Reason:
May 24, 2016
The production value for the Alice Water
plant was incorrectly noted. The noted value
was 38 Million Gallons per Day (MGD), the
actual value is 3.8 MGD.
Condition of Granted ACRs
Condition 1:
• These ACRs are contingent upon the continuing collection and retention of the most
recent three (3) consecutive years of daily usage data.
All ACRs are subject to periodic review. They may be revised or revoked if water demand
conditions change or if evidence is found that granting it has resulted in the degradation of
potable water quality or quantity. This letter must be kept on file at the water system for as
long as these ACRs are valid and made available to TCEQ staff upon request.
Please note that these ACRs are not intended to waive compliance with any other TCEQ
requirement in 30 TAC Chapter 290. Noncompliance with any condition stated in this letter
may result in an enforcement action as specified in 30 TAC §290.39(1)(5). These ACRs cannot be
used as a defense in any enforcement action resulting from noncompliance with any other
requirement in 30 TAC Chapter 290.
If you have questions concerning this letter, or if we can be of additional assistance, please
contact Manika Sharma at manika.sharma@tceq.texas.gov, by telephone at (512) 239-2509, or
by correspondence at the following address:
Sincerely,
Texas Commission on Environmental Quality
Technical Review and Oversight Team (MC 159)
P.O. Box 13087
Austin, Texas 78711-3087
414,4; ‘664e4'(
StephaiSie Escobar, Team Leader
Technical Review and Oversight Team
Plan and Technical Review Section
Water Supply Division
Texas Commission on Environmental Quality
SJE/ms
Cc: The Honorable Reid Thomas, Mayor, City of Pearland, 3519 Liberty Dr, Pearland, TX,
77581-5416
Appendix D
Capital Improvement Project Cost Tables
A D RA GIB
City of Pearland
Water Master Plan
CITY OF PEARLAND
Shadow Creek Ranch Water Plant Upgrades
Item
Description
Qty
Units
Unit Cost
Total Cost
1
New Booster Pumps, Vertical turbine, 2250 GPM, 150 HP
3
EA
$87,309
$262,000
2
VFD
3
EA
$11,066
$34,000
3
Precast Concrete Ground Storage Tank - 2.3 MG
1
EA
$2,415,000
$2,415,000
4
Chemical Storage & Feed Upgrade, including new bulk storage FRP tanks,
containment modifications, and chemical feed pumps etc.
1
LS
$222,548
$223,000
5
New Electrical/Controls Building including foundation, HVAC etc.
450
SF
$270
$122,000
6
New Piping, Valves and Fittings
90
FT
$215
$20,000
7
Generator Replacement - 1250 KW
1
LS
$900,000
$900,000
8
Concrete Pad for Pumps
6
CY
$500
$3,000
9
Civil & Sitework Allowance (5%)
1
LS
$199,000
$199,000
10
Electrical, Instrumentation & Control Allowance (35%)
1
LS
$1,393,000
$1,393,000
SUBTOTAL (RAW COST) $5,571,000
Contingency (30%) $1,671,000
Subtotal
$7,242,000
Mobilization & Demobilization (5%)
$362,000
Contractor OH&P (15%) $1,087,000
Permits, Bonds and Insurance (13%) $941,000
Subtotal
$9,632,000
Inflation to Mid -Point of Construction (20.32%)
$1,957,000
Total Construction Cost
$11,589,000
Engineering and Design (15%)
$1,738,000
Total Project Cost
$13,327,000
CITY OF PEARLAND
Kirby Water Plant Upgrades
Item
Description
Qty
Units
Unit Cost
Total Cost
1
New Booster Pump, Horizontal Split Case, 1500 GPM/2.16 MGD,TDH=160,
100hp
3
EA
$39,519
$119,000
2
VFD
3
EA
$7,749
$24,000
3
Precast Concrete Ground Storage Tank - 1 MG
1
EA
$1,050,000
$1,050,000
4
Mixer for 1 MG Elevated Storage Tank
1
EA
$49,500
$50,000
5
Residual Control System including modifications to existing and new FRP
building
1
EA
$90,000
$90,000
6
Chemical Storage & Feed Upgrade, including new bulk storage FRP tanks,
containment modifications, and chemical feed pumps etc.
1
LS
$194,138
$195,000
7
New Piping, Valves and Fittings
600
FT
$120
$72,000
8
New Pump Building including foundation, HVAC etc.
837
SF
$270
$226,000
9
Generator Replacement - 1000 kW
1
LS
$750,000
$750,000
10
Civil & Sitework Allowance (5%)
1
LS
$129,000
$129,000
11
Electrical, Instrumentation & Control Allowance (35%)
1
LS
$902,000
$902,000
SUBTOTAL (RAW COST) $3,607,000
Contingency (30%) $1,082,000
Subtotal
$4,689,000
Mobilization & Demobilization (5%)
$234,000
Contractor OH&P (15%) $704,000
Permits, Bonds and Insurance (13%) $610,000
Subtotal
$6,237,000
Inflation to Mid -Point of Construction (20.32%)
$1,267,000
Total Construction Cost
$7,504,000
Engineering and Design (15%)
$1,126,000
Total Project Cost
$8,630,000
CITY OF PEARLAND
Elevated Storage Tank Mixers
Item
Description
Qty
Units
Unit Cost
Total Cost
Liberty WP Tank Mixing Improvement
1
Liberty WP: Mixer for 0.5 MG Elevated Storage Tank
1
EA
$30,750
$31,000
Residual Control System including modifications to existing and new FRP
2
building
1
EA
$90,000
$90,000
3
Electrical, Instrumentation & Control Allowance (35%)
1
LS
$43,000
$43,000
Alice WP Tank Mixing Improvement
I 1
Alice WP: Mixer for 0.5 MG Elevated Storage Tank
1
EA
$30,750
$31,000
Residual Control System including modifications to existing and new FRP
2
building
1
EA
$90,000
$90,000
3
Electrical, Instrumentation & Control Allowance (35%)
1
LS
$43,000
$43,000
McLean WP Tank Mixing Improvement
1
McLean WP: Mixer for 0.5 MG Elevated Storage Tank
1
LS
$30,750
$31,000
Residual Control System including modifications to existing and new FRP
2
building
1
EA
$90,000
$90,000
3
Electrical, Instrumentation & Control Allowance (35%)
1
LS
$43,000
$43,000
Cullen WP Tank Mixing Improvement
1
Cullen WP: Mixer for 1 MG Elevated Storage Tank
1
LS
$49,500
$50,000
Residual Control System including modifications to existing and new FRP
2
building
1
EA
$90,000
$90,000
3
Electrical, Instrumentation & Control Allowance (35%)
1
LS
$49,000
$49,000
SUBTOTAL (RAW COST) $681,000
Contingency (30%) $204,000
Subtotal
$885,000
Mobilization & Demobilization (5%)
$44,000
Contractor OH&P (15%) $132,750
Permits, Bonds and Insurance (13%) $115,000
Subtotal
$1,177,000
Inflation to Mid -Point of Construction (19.13%)
$225,000
Total Construction Cost
$1,402,000
Engineering and Design (15%)
$210,000
Total Project Cost
$1,612,000
CITY OF PEARLAND
Southdown Water Plant GST Replacement
Item
Description
Qty
Units
Unit Cost
Total Cost
1
Precast Concrete Ground Storage Tank - 0.5 MG
2
EA
$975,000
$1,950,000
2
VFD
3
EA
$4,676
$15,000
3
Piping, Valves and Fittings
70
LF
$120
$9,000
4
Civil & Sitework Allowance (10%)
1
LS
$198,000
$198,000
5
Electrical, Instrumentation & Control Allowance (35%)
1
LS
$691,000
$691,000
SUBTOTAL (RAW COST) $2,863,000
Contingency (30%) $859,000
Subtotal
$3,722,000
Mobilization & Demobilization (5%)
$186,000
Contractor OH&P (15%) $559,000
Permits, Bonds and Insurance (13%) $484,000
Subtotal
$4,951,000
Inflation to Mid -Point of Construction (6.25%)
$310,000
Total Construction Cost
$5,261,000
Engineering and Design (15%)
$789,000
Total Project Cost
$6,050,000
CITY OF PEARLAND
Pressure Regulating Valves
Item
Description
Qty
Units
Unit Cost
Total Cost
McHard Bidirectional PRV
1
16" PRV on McHard
1
EA
$45,000
$45,000
2
Pre -cast Concrete Vault for PRV
1
EA
$25,500
$26,000
3
Civil & Sitework Allowance (15%)
1
EA
$16,500
$17,000
North of Hughes Ranch Rd Bidirectional PRV
1
16" PRV north of Hughes Ranch Rd
1
EA
$45,000
$45,000
2
Pre -cast Concrete Vault for PRV
1
EA
$25,500
$26,000
3
Civil & Sitework Allowance (15%)
1
LS
$11,000
$11,000
Hughes Ranch Rd Bidirectional PRV
1
12" PRV on Hughes Ranch Rd
1
LS
$24,750
$25,000
2
Pre -cast Concrete Vault for PRV
1
EA
$25,500
$26,000
3
Civil & Sitework Allowance (15%)
1
LS
$8,000
$8,000
SUBTOTAL (RAW COST) $229,000
Contingency (30%) $69,000
Subtotal
$298,000
Mobilization & Demobilization (5%)
$15,000
Contractor OH&P (15%) $45,000
Permits, Bonds and Insurance (13%) $39,000
Subtotal
$397,000
Inflation to Mid -Point of Construction (21.52%)
$85,000
Total Construction Cost
$482,000
Engineering and Design (15%)
$72,000
Total Project Cost
$554,000
CITY OF PEARLAND
Shadow Creek Ranch Waterlines
Item
Description
Qty
Units
Unit Cost
Total Cost
1
8" Diameter Pipeline
560
LF
$39
$21,840
12" Diameter Pipeline
2
3,300
LF
$48
$158,400
2
Civil & Sitework Allowance (15%)
1
LS
$4,000
$4,000
SUBTOTAL (RAW COST) $184,000
Contingency (30%) $55,000
Subtotal
$239,000
Mobilization & Demobilization (5%)
$12,000
Contractor OH&P (15%) $35,850
Permits, Bonds and Insurance (13%) $31,000
Subtotal
$318,000
Inflation to Mid -Point of Construction (21.91 %)
$70,000
Total Construction Cost
$388,000
Engineering and Design (15%)
$58,000
Total Project Cost
$446,000
Note 1: City of Pearland to coordinate about ROW as required based on the line layout.
CITY OF PEARLAND
East Pressure Plane Waterlines
Item
Description
Qty
Units
Unit Cost
Total Cost
1
12" waterlines connectivity improvement between Cullen Blvd and N Main
Street
6,400
LF
$72
$460,800
2
10" waterlines
1,400
LF
$44
$61,600
3
16" waterlines
820
LF
$90
$73,800
2
Civil & Sitework Allowance (15%)
1
LS
$70,000
$70,000
SUBTOTAL (RAW COST) $666,000I
Contingency (30%) $200,000
Subtotal
$866,000
Mobilization & Demobilization (5%)
$43,000
Contractor OH&P (15%) $130,000
Permits, Bonds and Insurance (13%) $113,000
Subtotal
$1,152,000
Inflation to Mid -Point of Construction (20.94%)
$241,000
Total Construction Cost
$1,393,000
Engineering and Design (15%)
$209,000
�
Total Project Cost
$1,602,000
_
Note 1: City of Pearland to coordinate about ROW as required based on the line layout.
CITY OF PEARLAND
Massey Oaks Water Line Project
Item
Description
Qty
Units
Unit Cost
Total Cost
1
16" waterlines
37,000
LF
$120
$4,440,000
2
Civil & Sitework Allowance (15%)
1
LS
$666,000
$666,000
SUBTOTAL (RAW COST)
$5,106,000
Contingency (30%)
$1,532,000
Subtotal
$6,638,000
Mobilization & Demobilization (5%)
$332,000
Contractor OH&P (15%)
$996,000
Permits, Bonds and Insurance (13%)
$863,000
Subtotal
$8,829,000
Inflation to Mid -Point of Construction (12.72%)
$1,123,000
Total Construction Cost
$9,952,000
Engineering and Design (15%)
$1,493,000
Total Project Cost
$11,445,000
Note 1: City of Pearland to coordinate about ROW as required based on the line layout.
CITY OF PEARLAND
Alice Water Plant Upgrades
Item
Description
Qty
Units
Unit Cost
Total Cost
1
New Booster Pump, Horizontal Split Case, 1500 GPM/2.16 MGD,TDH=160,
100hp
1
EA
$39,519
$40,000
2
VFD
1
EA
$7,749
$8,000
3
Precast Concrete Ground Storage Tank - 1 MG
0
EA
$1,050,000
$0
4
Mixer for 1 MG Elevated Storage Tank
0
EA
$49,500
$0
5
Residual Control System including modifications to existing and new FRP
building
1
EA
$90,000
$90,000
6
Chemical Storage & Feed Upgrade, including new bulk storage FRP tanks,
containment modifications, and chemical feed pumps etc.
1
LS
$194,138
$195,000
7
New Piping, Valves and Fittings
600
FT
$120
$72,000
8
New Pump Building including foundation, HVAC etc.
0
SF
$270
$0
9
Generator Replacement - 1000 kW
0
LS
$750,000
$0
10
Civil & Sitework Allowance (5%)
1
LS
$21,000
$21,000
11
Electrical, Instrumentation & Control Allowance (35%)
1
LS
$142,000
$142,000
SUBTOTAL (RAW COST) $568,000
Contingency (30%) $170,000
Subtotal
$738,000
Mobilization & Demobilization (5%)
$37,000
Contractor OH&P (15%) $111,000
Permits, Bonds and Insurance (13%) $96,000
Subtotal
$982,000
Inflation to Mid -Point of Construction (30.15%)
$296,000
Total Construction Cost
$1,278,000
Engineering and Design (15%)
$192,000
Total Project Cost
$1,470,000
CITY OF PEARLAND
Alternative 1 - Southeast Water Plant Upgrades
Item
Description
Qty
Units
Unit Cost
Total Cost
1
Adding New Precast Concrete Ground Storage Tank - 1 MG
1
EA
$1,050,000
$1,050,000
New Booster Pump, Horizontal Split Case, 2200 GPM/3.168
2
MGD,TDH=115', 100Hp
4
EA
$41,195
$165,000
3
VFD
4
EA
$7,749
$31,000
4
New Booster Pump Station Building to house 4 pumps - 30' x
35' including structural, HVAC etc.
1050
SF
$270
$284,000
Chemical Storage & Feed Upgrade, including new bulk storage
5
FRP tanks, containment modifications, and chemical feed
pumps etc.
1
LS
$194,138
$195,000
6
Plant Piping, Valves and Fittings
510
FT
$120
$62,000
7
Generator Replacement
1
LS
$675,000
$675,000
8
Plant Civil & Sitework Allowance (5%)
1
LS
$124,000
$124,000
9
Electrical, Instrumentation & Control Allowance (35%)
1
LS
$862,000
$862,000
SUBTOTAL (RAW COST) $3,448,000
Contingency (30%) $1,034,000
Subtotal
$4,482,000
Mobilization & Demobilization (5%)
$224,000
Contractor OH&P (15%) $673,000
Permits, Bonds and Insurance (13%) $583,000
Subtotal
$5,962,000
Inflation to Mid -Point of Construction (46.4%)
$2,767,000
Total Construction Cost
$8,729,000
Engineering and Design (15%)
$1,309,000
Total Project Cost
$10,038,000
CITY OF PEARLAND
Alternative 1 - Pipeline to Southeast Water Plant
Item
Description
Qty
Units
Unit Cost
Total Cost
1
24" Transmission Line ('T' South of Kirby to Southeast WP) 1
40,000
FT
$215
$8,580,000
2
Plant Civil & Sitework Allowance (5%)
1
LS
$429,000
$429,000
SUBTOTAL (RAW COST) $9,009,000
Contingency (30%) $2,703,000
Subtotal
$11,712,000
Mobilization & Demobilization (5%)
$586,000
Contractor OH&P (15%) $1,757,000
Permits, Bonds and Insurance (13%) $1,523,000
Subtotal
$15,578,000
Inflation to Mid -Point of Construction (45.05%)
$7,018,000
Total Construction Cost
$22,596,000
Engineering and Design (15%)
$3,389,000
Total Project Cost
$25,985,000
Note 1: City of Pearland owns some of the ROW to lay the transmission line. Coordination with TxDOT, Brazoria County and Gulf Coast Water Authority
will be required for additional ROW. Route for Segment 1 is provided in a Technical Memorandum by Stantec.
CITY OF PEARLAND
Altenative 2 - New Re -Pump Station
Item
Description
Qty
Units
Unit Cost
Total Cost
1
Land for New Pump Station
2
Acres
$150,000
$300,000
2
New Precast Concrete Ground Storage Tank - 2 MG
2
EA
$1,522,500
$3,045,000
3
New Booster Pump, Vertical Turbine, Booster Pumps, 2780 GPM, 65 PSI, 200
HP
4
EA
$64,004
$257,000
4
VFD
4
EA
$23,831
$96,000
5
Hydropneumatic Tank - 15,000 GAL
1
EA
$82,027
$83,000
6
Control Building - 45' x 17' - including foundation, HVAC etc.
765
SF
$270
$207,000
Chemical Storage & Feed System, including new bulk storage FRP tanks,
7
containment modifications, and chemical feed pumps etc.
1
LS
$215,213
$216,000
8
Generator - 750 KW
1
EA
$600,000
$600,000
9
Concrete Pad for Pumps
10
CY
$500
$5,000
10
Piping, Valves and Fittings
300
FT
$120
$36,000
11
Civil & Sitework Allowance (5%)
1
LS
$243,000
$243,000
12
Electrical, Instrumentation & Control Allowance (35%)
1
LS
$1,696,000
$1,696,000
SUBTOTAL (RAW COST) $6,784,000
Contingency (30%) $2,035,000
Subtotal
$8,819,000
Mobilization & Demobilization (5%)
$441,000
Contractor OH&P (15%) $1,323,000
Permits, Bonds and Insurance (13%) $1,146,000
Subtotal
$11,729,000
Inflation to Mid -Point of Construction (46.4%)
$5,443,000
Total Construction Cost
$17,172,000
Engineering and Design (15%)
$2,576,000
Total Project Cost
$19,748,000
CITY OF PEARLAND
Alternative 2 - Pipeline to New Re -Pump Station
Item
Description
Qty
Units
Unit Cost
Total Cost
1
24" Transmission Line ('T' South of Kirby to New Re -Pump Station)'
27,000
FT
$215
$5,792,000
2
Civil & Sitework Allowance (5%)
1
LS
$290,000
$290,000
SUBTOTAL (RAW COST) $6,082,000
Contingency (30%) $1,825,000
Subtotal
$7,907,000
Mobilization & Demobilization (5%)
$395,000
Contractor OH&P (15%) $1,186,000
Permits, Bonds and Insurance (13%) $1,028,000
Subtotal
$10,516,000
Inflation to Mid -Point of Construction (46.64%)
$4,905,000
Total Construction Cost
$15,421,000
Engineering and Design (15%)
$2,313,000
Total Project Cost
$17,734,000
Note 1: City of Pearland owns some of the ROW to lay the transmission line. Coordination with TxDOT, Brazoria County and Gulf Coast Water Authority will be
required for additional ROW. Route for Segment 1 is provided in a Technical Memorandum by Stantec.
CITY OF PEARLAND
Alice Service Area water Line Project
Item
Description
Qty
Units
Unit Cost
Total Cost
1
Install 8" Waterline
3,000
LF
$39
$117,000
2
Install 12" Waterline
300
LF
$48
$14,400
3
Civil & Sitework Allowance (15%)
1
LS
$18,000
$18,000
SUBTOTAL (RAW COST) $149,000
Contingency (30%) $45,000
Subtotal
$194,000
Mobilization & Demobilization (5%)
$10,000
Contractor OH&P (15%) $29,000
Permits, Bonds and Insurance (13%) $25,000
Subtotal
$258,000
Inflation to Mid -Point of Construction (47.17%)
$122,000
Total Construction Cost
$380,000
Engineering and Design (15%)
$57,000
Total Project Cost
$437,000
Note 1: City of Pearland to coordinate about ROW as required based on the line layout.
CITY OF PEARLAND
Clear Creek Pipeline Crossing
Item
Description
Qty
Units
Unit Cost
Total Cost
1
12" water lines crossing Clear Creek to improve looping, water quality and
system resilience in Green Tee service area.
3,400
LF
$72
$244,800
2
12" water line crossing under Clear Creek by boring
400
LF
$180
$72,000
3
Civil & Sitework Allowance (15%)
1
LS
$37,000
$37,000
SUBTOTAL (RAW COST) $354,000
Contingency (30%) $106,000
Subtotal
$460,000
Mobilization & Demobilization (5%)
$23,000
Contractor OH&P (15%) $69,000
Permits, Bonds and Insurance (13%) $60,000
Subtotal
$612,000
Inflation to Mid -Point of Construction (31.88%)
$195,000
Total Construction Cost
$807,000
Engineering and Design (15%)
$121,000
Total Project Cost
$928,000
Note 1: City of Pearland to coordinate about ROW as required based on the line layout.
CITY OF PEARLAND
Green Tee Area Water Line Project
Item
Description
Qty
Units
Unit Cost
Total Cost
1
10" Waterlines
1,700
LF
$44
$74,800
2
12" Waterlimes
400
LF
$48
$19,200
3
8" Waterlines
5,700
LF
$39
$222,300
2
Civil & Sitework Allowance (15%)
1
LS
$12,000
$12,000
SUBTOTAL (RAW COST) $328,000,
Contingency (30%) $98,000
Subtotal
$426,000
Mobilization & Demobilization (5%)
$21,000
Contractor OH&P (15%) $64,000
Permits, Bonds and Insurance (13%) $55,000
Subtotal
$566,000
Inflation to Mid -Point of Construction (31.45%)
$178,000
Total Construction Cost
$744,000
I
Engineering and Design (15%)
$112,000
Total Project Cost
$856,000
Note 1: City of Pearland to coordinate about ROW as required based on the line layout.